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Water-Supply and Irrigation Paper No. 94 Series M, General Hydrographic Investigations, 9 

DEPARTMENT OF THE INTERIOR 

UNITED STATES GEOLOGICAL SURVEY 

CHARLES D. WALCOTT, Director 



HYDROGRAPHIC MANUAL 



' / 



OF THE 



UNITED STATES GEOLOGICAL SURVEY 



PREPARED BY 



EDWARD C. MURPHY, JOHN C. HOYT, AND 
GEORGE B. HOEEISTER 




WASHINGTON 

GOVERNMENT PRINTING OFFICE 
1904 



PUBLICATIONS OF UNITED STATES GEOLOGICAL SURVEY. 



The publications of the United States Geological Survey consist of (1) Annual Reports; (2) Mono- 
graphs; (3) Professional Papers; (4) Bulletins; (5) Mineral Resources; (6) Water-Supply and Irrigation 
Papers; (7) Topographic Atlas of United States, folios and separate sheets thereof; (8) Geologic Atlas 
of United States, folios thereof. The classes numbered 2, 7, and 8 are sold at cost of publication; the 
others are distributed free. A circular giving complete lists may be had on application. 

The Professional Papers, Bulletins, and Water-Supply papers treat of a variety of subjects, and 
the total number issued is large. They have therefore been classified into the following series: A, 
Economic geology; B, Descriptive geology; C, Systematic geology and paleontology; D, Petrography 
and mineralogy; E, Chemistry and physics; F, Geography; G, Miscellaneous; H, Forestry; I, Irriga- 
tion; J, Water storage; K, Pumping -water; L, Quality of water; M, General Hydrographic investi- 
gations; N, Water power; 0, Underground waters; P, Hydrographic progress reports. 

The following Water-Supply Papers are out of stock, and can no longer be supplied: Nos. 1-16, 19, 
20, 22, 29-34, 36, 39-40, 43, 46, 57-65, 75. Complete lists of papers relating to water supply and allied 
subjects follow. (PP=Professional Paper; B=Bulletin; WS= Water-Supply Paper.) 

Series I— Irrigation. 

WS 2. Irrigation near Phcenix, Ariz., by A. P. Davis. 1897. 98 pp., 31 pis. and maps. 

WS 5. Irrigation practice on the Great Plains, by E. B. Cowgill. 1897. 39 pp., 11 pis. 

WS 9. Irrigation near Greeley, Colo., by David Boyd. 1897. 90 pp., 21 pis. 

WS 10. Irrigation in Mesilla Valley, New Mexico, by F. C. Barker. 1898. 51 pp., 11 pis. 

WS 13. Irrigation systems in Texas, by W. F. Hutson. 1898. 68 pp., 10 pis. 

WS 17. Irrigation near Bakersfleld, Cal., by C. E. Grunsky. 1898. 96 pp., 16 pis. 

WS 18. Irrigation near Fresno, Cal., by C. E. Grunsky. 1898. 94 pp., 14 pis. 

WS 19. Irrigation near Merced, Cal., by C. E. Grunsky. 1899. 59 pp., 11 pis. 

WS 23. Water-right problems of Bighorn Mountains, by Elwood Mead. 1899. 62 pp., 7 pis. 

WS 32. Water resources of Porto Rico, by H. M. Wilson. 1899. 48 pp., 17 pis. and maps. 

WS43. Conveyance of water in irrigation canals, flumes, and pipes, by Samuel Fortier. 1901. 86 pp., 

15 pis. 
WS 70. Geology and water resources of the Patrick and Goshen Hole quadrangles, Wyoming, by 

G. I. Adams. 1902. 50 pp., 11 pis. 
WS 71. Irrigation systems of Texas, by T. U. Taylor. 1902. 137 pp., 9 pis. 
WS 74. Water resources of the State of Colorado, by A. L. Fellows. 1902. 151 pp., 14 pis. 
WS 87. Irrigation in India (second edition), by H. M. Wilson. 1903. 238 pp., 27 pis. 
WS 93. Proceedings of first conference of engineers of the reclamation service, with accompanying 

papers, compiled by F. H. Newell, chief engineer. 1904. — pp. 
The following papers also relate especially to irrigation: Irrigation in India, by H. M. Wilson, in 
Twelfth Annual, Pt. II; two papers on irrigation engineering, by H. M. Wilson, in Thirteenth 
Annual, Pt. III. 

Series J— Water Storage. 

WS 33. Storage of water on Gila River, Arizona, by J. B. Lippincott. 1900. 98 pp., 33 pis. 

WS 40. The Austin dam, by Thomas U. Taylor. 1900. 51 pp., 16 pis. 

WS 45. Water storage on Cache Creek, California, by A. E. Chandler. 1901. 48 pp., 10 pis. 

WS 46. Physical characteristics of Kern River, California, by F. H. Olmsted, and Reconnaissance of 

Yuba River, California, by Marsden Manson: 1901. 57 pp., 8 pis. 
WS 58. Storage of water on Kings River, California, by J. B. Lippincott. 1902. 100 pp., 32 pis. 
WS 68. Water storage in Truckee Basin, California-Nevada, by L. H. Taylor. 1902. 90 pp., 8 pis. 
WS 73. Water storage on Salt River, Arizona, by A. P. Davis. 1902. 54 pp. , 25 pis. 
WS 86. Storage reservoirs on Stony Creek, California, by Bint Cole. 1903. 62 pp., 16 pis. 
WS 89. Water resources of the Salinas Valley, California, by Homer Hamlin. 1904. — pp., 12 pis. 
WS 93. Proceedings of first conference of engineers of the reclamation service, with accompanying 

papers, compiled by F. H. Newell, chief engineer. 1904. — pp. 
The following paper also should be noted under this heading: Reservoirs for irrigation, by J. D. 
Schuyler, in Eighteenth Annual, Pt. IV. 

[Continued on third page of cover.] 

IBK 94—2 



"Water-Supply and Irrigation Paper No. 94 Series M, General Hydrographic Investigations, 9 



DEPARTMENT OF THE INTERIOR 

UNITED STATES GEOLOGICAL SURVEY 



CHARLES D. WALCOTT, Director 



HYDROGRAPHIC MANUAL 



OF THE 



UNITED STATES GEOLOGICAL SURVEY 



PREPARED BY 



EDWARD C. MURPHY, JOHN C. HOYT, AND 
GEORGE 13. HOLEISTER 




WASHINGTON 

GOVERNMENT PRINTING OFFICE 
19 04 






JUN 20 1904 
D.ofO, 






CONTENTS. 



Page. 

Letter of transmittal, by F. H. Newell 7 

Introduction 9 

Acknowledgments 10 

Field operations r- 10 

Selection of gaging stations 10 

Classes and location of stations - 10 

Favorable conditions for current-meter gaging stations 10 

Unfavorable conditions for current-meter gaging stations 11 

Classification and equipment of gaging stations 11 

Kinds of stations and items of equipment 11 

Bridge stations 12 

Cable stations „ 12 

Boat stations . . 13 

Gages 14 

Timber gages 14 

United States Geological Survey standard chain gage 16 

Bench marks 17 

Stay lines 17 

Measurements of depth 18 

Factors for computing discharge 18 

Soundings 18 

Measurements of velocity 19 

General statement 19 

Single-point method 19 

Integration method 20 

Multiple-point methods 20 

Low velocity limitations 21 

Measuring discharge by wading 21 

Checks 22 

Classes of discharge measurements 22 

Minimum flow measurements 22 

Flood-flow measurements 23 

Distribution of discharge measurements 23 

Miscellaneous discharge measurements 23 

Winter discharge measurements 24 

Gage readings 24 

Standard cross section 25 

Data on floods 25 

Eeconnaissance 26 

Description and care of instruments 26 

General statement 26 

Current meter 26 

Battery and buzzer 30 

Berating of meters ; ....««.«. 31 

3 



CONTENTS. 



Eecords and reports 31 

General statement 31 

Duties of district hydrographers and engineers 31 

Care in keeping records 31 

Computing field notes 32 

Checking of records 32 

Duplicate records 32 

Transmission of data to Washington office 32 

Standard forms 32 

Instructions for use of forms _ _ 34 

Observer's gage-height books (form 9-175) . 34 

Gage-height cards (form 9-176) 34 

Current-meter notebooks (form 9-198) 34 

Discharge measurement cards (form 9-221) 35 

Form 9-213 35 

Description of river stations (form 9-197) 35 

Indexing notebooks 35 

Kinds of reports 36 

Use of maps and sketches 36 

Report maps 36 

Monthly reports 37 

Resident hydrographer' s monthly report 37 

Reports on reconnaissance, surveys, investigations, etc 39 

Reports on new river stations 39 

Authority for carrying on work 39 

Furnishing information to the public 39 

Miscellaneous information 40 

United States Geological Survey publications containing the progress 

reports of stream measurements . . - 41 

Miscellaneous hydrographic reports 41 

Computations 41 

Rating curves and tables 41 

Computation of daily discharge, monthly mean, run-off 42 

Rules for rejecting redundant figures 46 

Units of measurement 46 

Computation of meter measurements 46 

Computations of vertical-velocity curves and coefficients 49 

Tables. .. 52 

Tables for computation of run-off - 52 

Miscellaneous tables 61 

Convenient equivalents 72 

Index 75 



ILLUSTRATIONS 



Page. 

Plate I. A, Cable post and car; B, Boat station 12 

II. A, Current-meter rating station at Denver, Colo.; B, Method of mak- 
ing discharge measurement by wading 20 

III. Price electric current meters with buzzers : . 26 

Fig. 1. Cable station, car, gage, etc 12 

2. Method of manipulating stay line from small cable 13 

3. Method of attaching stay line to meter by use of pole 15 

4. United States Geological Survey standard chain gage 16 

5. Cross section of small Price meter " 27 

6. Weight vane of small Price meter 28 

7. A good station-rating curve - - - 42 

8. A poor station-rating curve - . - 43 

9. Cross section of Saline River at gaging station near Salina, Kans 47 

10. Vertical- velocity curve 51 

5 



LETTER OF TRANSMITTAL. 



Department of the Interior, 
United States Geological Survey, 

Hydrographic Branch, 
Washington, D. C, February 1, 190^. 
Sir: I have the honor to transmit herewith a manuscript entitled 
" LLydrographic Manual of the United States Geological Survey," and 
to ask that it be published as a water-supply and irrigation paper. 

It gives instructions for field and office work relating to gaging of 
streams by the use of current meters. Instructions relative to gaging 
streams by the use of weirs and dams will be embodied in a future 
edition of this manual. 

This manuscript has been prepared by a committee composed of 
Messrs. Edward C. Murphy, John C. Hoyt, and George B. Hollister. 
They have endeavored to bring together all available information in 
regard to the methods of gaging streams which have been developed 
by the engineers and hydrographers of the United States Geological 
Suiwy, and in so doing have, as far as possible, consulted these men. 
The publication is intended mainly for those engaged in hydro- 
graphic investigations for the Geological Survey. It is believed, how- 
ever, that engineers and others not connected with the Government 
service who are interested in hydraulic problems will find it of much 
assistance. It is hoped, also, that teachers of civil engineering will 
make use of it in their courses of instruction, so that young men who 
enter this branch of the Government service may be familiar with the 
stream-gaging methods herein set forth. 

Very respectfully, F. H. Newell, 

Chief Engineer. 
Hon. Charles D. Walcott, 

Director United States Geological Survey. 



HYDROGRAPHIC MANUAL OF THE PNITED STATES 
GEOLOGICAL SURVEY. 



Prepared by E. C. Murphy, J. C. Hoyt, and G. B. Hollister. 



INTRODUCTION. 

The problem presented to the United States Geological Survey when 
it started to make systematic stream measurements throughout the 
United States, was to obtain with a small sum of money a large 
amount of information concerning the principal rivers of the country. 
In order that the data obtained should be of most value it was 
decided that both the total yearly flow of the streams and the seasonal 
distribution should be ascertained. Methods of procuring data of this 
broad nature had not at that time been developed, and many engineers 
considered the task impossible. However, on careful analysis of the 
conditions, it was found that the data could be obtained, and that in 
order to procure them two factors should be determined — first, the stage 
of the stream from day to day; second, the discharge corresponding to 
the various stages. The hydrographers and engineers engaged in the 
work have spent much time in devising means for determining these 
factors, and as a result well-defined methods have now been developed. 

As literature in regard to these methods is either widely scattered 
or entirely lacking, this manual has been prepared. Its object is two- 
fold — first, to act as a guide for the engineers and hydrographers 
employed by the Geological Survey; second, to give the engineering 
public the benefit of these studies, in order that the methods of deter- 
mining the facts as well as the data obtained may be more widely and 
fully understood. 

The work of gaging streams would be greatly simplified if a single 
rule or method could be given which, when carefully followed, would 
in all cases give the most satisfactory results, but owing to the great 
diversity of conditions in different sections of the country it has been 
found that no such rule can be given ; therefore, an effort has been made 
to state simply the methods of performing the various operations with 
the conditions to which each is applicable. 

9 



10 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

During the last few years the practice of gaging- streams by weirs 
and clams has come into use to a considerable extent in the northeast- 
ern part of the United States, but the treatment of this method has 
been left for a future edition of this manual. 

It is requested that those using this manual will make any sugges- 
tions that they think will be of value, in order that such suggestions 
may be incorporated in future editions. 

Acknowledgments. — Thanks are due to many engineers and hydrog- 
raphers for aid in the preparation of this manual. In this connec- 
tion special acknowledgments are made to Messrs. N. C. Grover, R. E. 
Horton, M. R. Hall, A. L. Fellows, M. C. Hinderlider, John E. Field, 
B. M. Hall, O. V. P. Stout, T. A. Noble, G. L. Swendsen, and F. W. 
Hanna. . 

FIELD OPERATIONS. 

SELECTION OP GAGING STATIONS. 

Glasses andlocation of stations. — Gaging stations may be divided into 
two classes, temporary and permanent; the former are maintained for 
one season, the latter for a series of years. Permanent stations should 
be selected only after a very thorough reconnaissance, so that the best 
results for the river and section investigated may be obtained, with- 
out breaks in the record. In the eastern part of the United States 
data are wanted mainly for water-supply and power purposes; in the 
central part, for water-supply and sanitary purposes; and in the West 
for irrigation and domestic purposes. At some stations in each section 
of the country information is desired for general statistical uses. 
The sanitary work carried on in connection with stream-gaging work 
consists mainly in determining the degree of dilution of sewage in the 
streams, and this work is done to some extent in the eastern as well as 
in the central part. Each station should be located so as to secure the 
requisite data with the proper degree of accuracy and at reasonable 
cost. For power purposes data concerning low and ordinary stages 
are more valuable than data for higher stages; hence low-water con- 
ditions should govern the selection of stations. Where the informa- 
tion is to be used mainly to determine the feasibility of storage projects, 
a station should be so located that high as well as low water can be 
measured with accuracy. Where the information sought is for irriga- 
tion purposes stations should preferably be established above all 
diversions, at points reached by telephone, or at such points as will 
aid in the distribution of the water. 

Favorable conditions for current-meter gaging stations. — The channel 
at a gaging station should be as nearly straight as possible for from 
200 to 500 feet above and below the station, the distance depending on 
the size of the stream, and there should be few if any obstructions. 



TnTIo^sV] GAGING STATIONS. 11 

The bed should be fairly permanent, regular in shape, and have few 
projections of more than 4 inches above its general coutour. There 
should be no sudden change in velocity, and the velocity should not 
be less than one-half foot per second in more than 15 per cent of the 
cross section. The station should be far enough above the junction 
with other streams to be free from the influence of backwater and 
should be beyond the influence of dams. The banks should be fairly 
high and not liable to overflow, except during high floods. It should 
be easily accessible and there should be a reliable gage reader located 
within a quarter of a mile of the gage. 

Unfavorable conditions for current-meter gaging stations. — A gaging 
station should not be established where a reliable gage reader can not 
be secured; at a bend in a stream; at a bridge of short spans where 
drift collects or where the sides of the piers are not approximately 
parallel to the stream; at high trestle and railway deck bridges, on 
account of danger; at covered bridges, unless provided with numerous 
windows; near the mouth of a river having little fall; within the back- 
water above a dam; nor within such a distance below a dam that the 
shifting- of currents in the stream channel, caused by the flow or cessa- 
tion of flow over the spillway or through the turbines, has not disap- 
peared. A sandy, shifting section is to be avoided if possible, as a 
rating curve for such a station is applicable for only a limited time. 
Sand beds or bars adjacent to the gaging section, which by shifting 
or scouring might change the velocity in the section, should be 
avoided. 

It frequently happens that during the higher stages good results 
can be obtained from a bridge, but during the lower stages the flow 
becomes too sluggish or the depth too shallow to permit accurate 
measurement. Very often the best results can be obtained by wading, 
or by the use of a boat, at places not far from the station. 

Whenever possible a station should be situated a short distance above 
rapids or a place of permanent bed. The rapids themselves seldom 
offer a good location, for the stream there is likely to be very rough and 
shallow and the velocity high. If the station is located too far above 
the rapids the stream is likely to be sluggish at low stages. The 
scouring or filling above the rapids has little effect on the station rating 
curve. 

CLASSIFICATION AND EQUIPMENT OF GAGING STATIONS. 

Kinds of stations and items of equipment. — Current-meter gaging 
stations may be divided, according to equipment, into bridge, cable, 
and boat stations. The equipment of a station consists of a bridge, 
or a cable and car, or a boat, as the case may be, from which measure- 
ments are made; a tag line and tags or marks on the bridge indicating 
the points at which the meter is lowered and soundings taken; a gage 



12 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

for reading the surface fluctuations; bench marks for fixing the 
elevation of the zero of the gage; and when high velocities are to be 
measured a stay line for keeping the meter in place (see fig. 2). 

Bridge stations. — A bridge station is preferable to either a cable or 
a boat station, if the conditions are good, on account of greater acces- 
sibility, lower cost of maintenance, and ease and rapidity with which 
the measurements may be made. The measurements made at a bridge 
are not, as a rule, as accurate as those made from a cable or boat, for 
conditions are not likely to be so favorable. 

Cable stations — {See PI. I, A). — In case a bridge station is not 
available and the span is less than 500 feet, a cable can be stretched 
across the stream at right angles to the current at a point where con- 
ditions are satisfactory, and measurements made from a box operated 
on this cable. The cable may be suspended from a tree on each side, 
if trees are available, or from posts, as shown in fig. 1. The height 
of the posts will depend on the height of the banks and the change in 




Pig. 1. — Cable station, car, gage, etc. 

river stage. The cable should always be so high above the stream 
that the car will be several feet above water level in the middle of 
the span when the stream is at flood stages. Each end of the cable, 
after passing over the posts, is fastened to a timber or heavy iron rail 
called a " dead man," at least 4 to 6 feet long and 6 to 10 inches in 
diameter, one end of which is buried 3 or more feet in the ground. 
Near one end, between the support and the dead man, a turnbuckle 
should be inserted for tightening the cable when the sag becomes too 
great for easily moving the car. The equipment for a cable station 
includes the following items for spans of from 100 to 300 feet: A five- 
eighths inch galvanized- wire cable; eight Crosby clips, costing about 
40 cents each; two 6-inch galvanized-iron pulleys; one turnbuckle 
(right and left hand thread), with 2-foot capacity, and one gaging car 
or box 3 by 4 feet by 1 foot deep, made of common lumber and 
painted. The turnbuckle must generally be made to order, of wrought 
iron, and will cost from $3 to $5. Above the main cable a wire (pref- 
erably common barbed wire) is stretched, to which are attached tin 



U. S. GEOLOGICAL SURVEY 



WATER-SUPPLY PAPER NO. 94 PL. I 




A. CABLE POST AMD CAR. 




B. BOAT STATION. 



MURPHY, HOYT, 
AND HOLLISTER 



.] 



GAGING STATIONS. 



13 



or galvanized-iron tags, marking the intervals at which measurements 
are made. The tags should be of different shapes — round, oval, or 
rectangular — with suitable notches to indicate their distance from the 
initial point, or should have numbers clearly marked upon them, so that 
no confusion can arise as to the units, tenths, etc. 

For spans of less than 100 feet, a one-half inch cable anchored as 
above described and supported on 10 by 12 timbers set 4 feet in the 




Fig. 2.— Method of manipulating stay line from small cable. 

ground will serve. The cable may be attached directly to an iron bolt, 
1 inch in diameter, set through the post near its upper end. If two 
or three bolt holes are made through the post they may be used to aid 
in adjusting sag in the cable, the bolt being shifted from one hole to 
another, if necessary. The posts should incline back from the water 
somewhat, so that they may not be liable to bend under stress. 

Boat stations. — Where a bridge is not available, and the width of the 



14 HYDEOGEAPHIC MANUAL, U. S. GEOLOGICAL SUEVEY. [no. 94. 

stream is too great for the use of a cable and the depth too great for 
wading, measurements are made from a boat. For description of meas- 
urements by wading see page 21. Two small cables, three-eighths 
inch in diameter, one to be used as a tag line, the other as a stay line, 
as shown in PI. I, JS, should be used. The meter should be operated 
from the upstream end of the boat, and should be held several feet 
away from it. 

If the timber that carries the meter and projects from the boat is 
marked in feet and tenths, it will be found helpful in measuring depths 
and in lowering the meter to any desired depth. To lower the center 
of the meter to a depth of 3 feet, first lower it until the center is at 
the surface, then grasp the line carrying the meter at a foot mark and 
let the meter descend until the hand has moved over three of the foot 
marks; the center will then be 3 feet below the surface. 

In measuring from a boat two assistants will ordinarily be necessary, 
one to operate the boat and another the meter while the hydrographer 
keeps the time and makes the record. A rod marked to feet and 
tenths is convenient for making soundings from a boat. 

GAGES. 

Two forms of gages for measuring surface fluctuations are in use — 
either a timber, vertical or inclined, fastened rigidly to the bank or to 
some permanent object, as a tree, pile, or bridge pier; or a chain gage 
attached to some permanent part of a bridge. 

A timber gage should not be smaller than 4 by 4 inches and should 
be marked to feet and tenths of feet vertical depth. Occasionally a 
tree growing over the water will furnish a good support for a gage; a 
bridge pier is usually not a good support because of the suction and 
consequent lowering of the surface, and because it is usually too far 
from the shore to enable the gage to be easily read. 

A vertical gage in two sections may often be used to advantage. 
The upper part should be in some protected position on the bank for 
use at high water only; the lower part, for low-water stages, should be 
of such length that it will be submerged during high stages. 

The gage markings should be as permanent as possible. U-shaped 
galvanized iron staples make good marks. When paint is used the 
divisions should be indicated by V-shaped grooves one-fourth inch 
wide and one-eighth inch deep. These grooves should be painted black 
and the surface of the rod painted white. 

In order that minus readings may never be necessary, the "0" of the 
gage should be 3 feet below lowest known low water, or, in permanent 
channels, level with the bottom in the deepest place. 

It is often possible to use an inclined timber gage where a vertical 
one can not be used on account of the danger of its being destroyed. 



MURPHY, HOYT, 
AND HOLLISTEE 



I 



GAGES. 



15 



An inclined timber gage should be placed where it is least exposed to 
drift, and where the water is quiet, so that it can be accurately read; 
it should have its lower end always under water and be bolted or spiked 
to posts firmly set in the bank. It should be marked to read to vertical 
feet and tenths direct, and for this purpose an engineer's level or 
carpenter's square and level are necessary to determine what distance 
along the rod corresponds to a foot vertically. It is usually better to 




Fig. 3 — Method of attaching stay line to meter by use of pole. 

put the rod in position, place a few of the foot marks on it, remove 
the rod and complete the markings, and then permanently fasten it; 
or the slope of the rod may be taken, and a corresponding scale marked 
upon a board of the proper width may be afterwards firmly fastened 
to the gage timber. 

The TJ. S. G. S. standard chain gage, shown in fig. 4, is to be used 
where ice, logs, and drift will destroy a timber gage, or where, for any 



16 HYDEOGEAPHIC MANUAL, U. S. GEOLOGICAL SUEVEY: [no. 94. 

cause, a timber gage can not be used. It must always be inclosed in a 
box with a down-spout to protect the weight, and the box must be kept 
locked. The length of the chain will vary somewhat, and the differ- 
ence in length must be determined at each visit of the hydrographer, 
and allowed for when a discharge measurement is made. For checking 
the gage without a level there should be a bench mark on the ironwork 
of the bridge, from which the elevation of the water surface can be 
read with a steel tape and weight. On the underside of the gage-box 
cover should be marked the length of the chain when the gage was 




Fig. 4.— United States Geological Survey standard chain gage. A shows the complete 
boxed chain gage with the "marker " or "index " shown at a. B, b V shows the part 
of the chain that is measured to detect elongation, and d shows the threaded pin 
and lock nut, by means of which the length of the chain is -adjusted. If the zero 
marker reads above the 10-foot mark at high stages, a second marker is attached to 
the chain 10 feet below the first and the reading of the second marker is increased by 
10 feet. C shows the chain and scale with a projecting nail at c over which a link of 
the chain is hooked when the weight is drawn up into the down-spout. D and E 
show cross sections of the box through the hasp and lock. In determining the length 
of the chain it is measured when supported throughout its length and under a tension 
of 12 pounds. 



installed and the elevation of the "0" of the gage. The data for 
checking the gage will then always be at hand for testing the correct- 
ness of the gage reading. For example, suppose the surface of the 
water is 20 feet below the bench mark when the gage reads "0" and 
the chain length is 20.40 feet. At the next visit the gage reads 1.27 
feet, and the distance from the water to the bench mark is 18.75, then 
the chain has stretched two-hundredths of a foot, unless the center of 
the gage pulley has changed. By measurement the chain is found to 
be 20.42 feet in length and should be shortened two-hundredths of a 
foot by the adjusting device at the upper end of the weight. The 
bench mark on the bridge should occasionally be checked with a level. 



^n^hollictee.] GAGES, BENCH MARKS, AND STAY LINES. 17 

All the hardware for the gage can be obtained at the Washington 
office, including the lock. It is necessaiy that the standard United 
States Geological Survey lock be used, so that the inspector can read 
the gage when he visits the station. 

At stations where the importance of the work calls for a greater 
degree of accuracy than is given by reading the gage to half -tenths, a 
low-water gage can be used, marked to the quarters of tenths, and 
read to the nearest quarter of a tenth, or marked to one-hundredths 
of a foot, and read to hundredths of a foot, the marking and reading 
to be determined lyy the district lrydrographer. 

A scale 2 or 3 feet in length and marked to hundredths of a foot 
can be used in some cases to advantage for measuring down to the 
water's surface from a well-defined point conveniently located. 

BENCH MARKS. 

There should be at least two bench marks at each gaging station; 
one pref erabty a copper plug set in a rock above high water, where it 
will not be disturbed, the other a point on the ironwork of the bridge 
from which the elevation of the surface of the water can be read with 
a steel tape. In sand and alluvial river bottoms where rock can not be 
found the United States Geological Survey iron post can be used. A 
surveyor's bench mark is sometimes found on a bridge, and it is there- 
fore necessary to mark the bench mark with " U. S. G. S." so that it 
can be distinguished from other marks of a similar kind. A cross cut 
on a ledge of rock or bridge abutment is sometimes used; a spike in a 
tree is only a temporary mark. Bench marks should be so placed that 
they can be easily found, and a full description forwarded to the 
Washington office, with the "description of station." 

STAT LINES. 

In a swift current the meter will be carried downstream in spite of 
any weight of lead that can be operated by one man. To keep it 
directly underneath the point of measurement a stay line is used. 
This stay line may be a one-fourth-inch steel galvanized cable, fas- 
tened to posts on the banks, carrying a small pulley. The meter is 
operated from this stay line, as shown in fig. 2 (page 13). 

A pole projecting upstream from the bridge is sometimes used in 
place of a stay line for keeping the meter at the proper depth. The 
meter is operated from this pole, as shown in fig. 3 (page 15). It is, 
however, difficult, even with these devices, to keep the meter at the 
desired depth, so that it is usually better to measure the velocity 1 foot 
below the surface and appty a coefficient to obtain the mean velocity. 
These devices can be used to advantage in obtaining characteristic 
vertical velocity curves from which this coefficient may be derived. 
irr 94—04 2 



18 HYDROGRAPHTC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 
MEASUREMENTS OF DEPTH. 

Factors for computing discharge.- — The volume of water flowing in a 
stream in one second, or the discharge, is a product of two factors — 
mean velocity per second and cross section. The cross section is the 
product of two factors — mean depth and width. If the cross section 
were a rectangle and the velocity constant in all parts of it the measure- 
ment of discharge would be a simple matter, but the cross section of 
a natural stream is usually irregular in shape, and the velocity varies 
from the bank to the center and from the bottom to the surface. Con- 
siderable judgment is necessary, therefore, in selecting points in the 
cross section where depth and velocity should be measured, and in 
determining the method of measuring velocity that will secure a proper 
degree of accurac} 7 . 

It is found most convenient in current-meter work to divide the 
stream into parts 1, 2, 4, 5, 10, 20 feet in width, depending on the size 
of the stream and unevenness of the bed and to find the area, the mean 
velocity, and the discharge through each part separately. The total 
discharge is the sum of the discharges through the parts. 

Fig. 1 (page 12) shows a meter station where measurements are 
made from a car suspended from a cable. The tags on the tag line 
directly over the cable mark the points where measurements of depth 
are made. The inclined gage is shown on the left side. The cross 
section is shown divided in parts by vertical lines directly over the tags. 
The dotted curved lines in the cross section are lines of equal velocity. 
The figure shows velocity being measured under one of the tags. 

Soundings. — Soundings should be taken at intervals across the 
stream, sufficiently near together to enable the cross, section to be 
computed to the required degree of accuracy. The distance between 
the soundings should depend upon the size of the streams, evenness 
of the bed, and the degree of accuracy required. For small streams, 
the interval may vary from 2 to 4 feet; for streams of moderate size, 
from 5 to 10 feet; and for larger streams from 10 to 20 feet, except 
around obstructions, where they should be taken about 5 feet apart. 

A small, round weight is not so good for sounding as a large, flat 
one, because if the bed is soft or rough the former will settle into the 
bed or between the projections and give too great a depth. 

When a very heavy weight is used for sounding in swift water it is 
well to have foot and half foot marks on the sounding line, so that the 
depth can be read when the lead rests on the bottom. Different col- 
ored bits of ribbon firmly tied to the sounding line and wrapped with 
insulating tape will generally answer the purpose. The part of the 
line that is immersed may preferably be of picture wire. 

On account of the great difficulty of obtaining accurate soundings 
at high stages of water, depths for flood measurement should be com- 



^n^holliIteb.] MEASUREMENTS OF DEPTH AND VELOCITY. 19 

puted from sounding's taken at a lower stage, either just before or just 
after the flood, provided the channel is of a permanent character. 

The soundings can be taken with the meter on the line when the 
velocity in a vertical is being measured if the velocity is less than 3 
feet per second. Care must be taken, however, to lower the meter 
gradually and not allow it to suddenly strike the bottom. 

In sounding in a swift current the lead should be directly under- 
neath the point of observation and the line should not be bowed 
downstream. When the bed is very uneven two or more measure- 
ments of the depth at each point should be taken and the mean used. 
This can easily be done by holding in one hand the point on the line 
which touches some well-defined point on the bridge when the lead 
rests on the bottom, and comparing this point with the corresponding 
points on the line obtained by two or more trials. The distance meas- 
ured on the line from the point obtained as the mean of these two or 
three trials to the point on the line when the lead is drawn up so as to 
just touch the surface of the water is the mean depth. When more 
than 40 pounds of lead are used on the meter a cotton rope should be 
used for handling it, as the cable is not strong enough. 

The initial point for soundings should be so marked that it can easily 
be recognized, and the points at which soundings are made should be 
clearly marked on the bridge or on the tag line of the cable or boat 
station. 

MEASUREMENTS OF VELOCITY. 

General statement.— Velocity should be measured in each vertical 
where a sounding is taken except where the change is small, when it 
should be measured in alternate verticals. Several methods are in use 
for obtaining mean velocity in a vertical. They may be classiried as 
single point, multiple point, and integration. In A^elocity observations 
the revolutions of the meter wheels should be counted for two equal 
periods so as to check the count. These periods are usually 50 sec- 
onds each. 

Single-point method. — Three single-point methods are in general 
use. In one, usually called the 0.6-depth method, the meter is held at 
the depth of the thread of mean velocity; in another, called the flood 
method, the meter is held 1 foot below the surface; in the third the 
meter is held at mid depth. In each of these methods it is necessary 
to apply a coefficient to reduce observed velocities to mean velocities. 
The advantage of the first one is that it is rapid and simple and the 
coefficient is unity. The advantage of the second is that it is the only 
method that can be used during a flood. The third method is seldom 
used. 

The mean- velocity method, ordinarily called the 0.6-depth method, 
will give very good results where the conditions are good — that is, 



20 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

where there is a nearly straight channel with little obstruction, a bed 
regular in shape, and no sudden changes in velocity. The thread of 
mean velocity for such condition varies from 0.55 to 0.65 of the depth, 
its position depending on the depth, the ratio of width to depth, and 
the roughness of the bed. For broad, shallow streams with gravelly 
beds, of depth from 1 to 3 feet, holding the center of the meter 0.57 
depth below the surface will give satisfactory results. For ordinary 
streams, of depth from 1 to 6 feet, holding the center of the meter at 
0. 6 depth below the surface will give satisfactory results. 

The flood method is to be used in making measurements at very high 
stages, when the single point and integration methods can not be used. 
The meter should be held 1 foot below the surface and a coefficient 
applied to the measured velocity to reduce it to mean velocity. The 
value of this coefficient varies from .85 to .90. An easily recognized 
mark on the meter line, one foot above the center of the meter, will 
be found useful in keeping the meter at the proper depth. (See also 
flood measurements, p. 23.) 

Integration method.- — In the integration method the meter is kept 
in motion either from the surface to the bottom and back again to 
the surface in a vertical line, or diagonally from the surface to the 
bottom and back again to the surface, while it is at the same time 
moved across the channel. The latter, called the zigzag method, is 
seldom used, except in comparatively small artificial channels. 

The vertical-integration method, consisting of moving the meter from 
the surface to the bed and back again to the surface, counting the 
number of revolutions and noting the time, gives satisfactory results 
if the meter is moved slowly and at a uniform speed. It is a better 
method than the others where time is limited and where the conditions 
are poor (crooked channel, obstructions, etc.); also where the surface 
is retarded by drift, logs, or ice. It is a very good method for checking 
results obtained by the single-point method. This method is more 
difficult for one man than the point methods, and gives somewhat less 
information. 

Multiple-point methods. — These consist of top and bottom; top, mid 
depth, and bottom; and vertical velocity curve. In the top-and-bottom 
method mean velocity is taken as the half sum of the top and bottom 
velocities. In the top, mid -depth, and bottom method the mean velocity 
is taken as one-fourth the sum of the top and bottom velocity and twice 
the mid-depth velocity. V = i(T+B-j-2M). In the vertical-velocity- 
curve method the mean velocity is computed from the velocities 
observed at several points in each vertical, as shown on pages 50-51. 

The top-and-bottom method does not give satisfactory results where 
the bed is uneven. The results are, as a rule, too small. In a very 
shallow stream, 3 to 12 inches in depth, with sandy or fine gravel bed, 
satisfactory results are obtained by this method if the center of the 
meter is held 0.15 of a foot below the surface and the same distance 



U. S. GEOLOGICAL SURVEY 



ATER-SUPPLY PAPER NO. 04 PL. II 




A. CURRENT METER RATING STATION AT DENVER, COLO. 




2>\ METHOD OF MAKING DISCHARGE MEASUREMENT BY WADING. 



M and H ho"ust'er.] MEASUREMENTS OF VELOCITY. 21 

above the bed. If the bed is coarse gravel (particles 1 to 2i inches in 
diameter) the center of the meter should be held 0.15 of a foot below 
the surface and from 0.3 to 0.1 of a foot above the bed. 

The vertical-velocity-curve method should be used when there is 
abundant time, for it gives more accurate results than either of the 
other methods, but it requires so much time that it is seldom emplo3 T ed 
except to check results obtained by one of the other methods. From 
three to eight observations are necessary in each vertical, each requir- 
ing from 50 to 100 seconds of time. A few vertical -velocity curves 
should be obtained at certain selected points in the cross section if 
possible. 

Loto velocity limitations. — The current-meter and weir discharge 
comparisons made at the hydraulic laboratory of Cornell University, 
described in Water Supply Paper No. 61, show that current-meter 
measurements of velocities less than about 0.4 or 0.5 foot per second 
are not reliable. The meter discharge is less than that shown by the 
weir, the error increasing as the velocity decreases and as the friction 
of the meter increases. For these reasons it is not advisable to attempt 
the measurement of the discharge at a place where the mean velocity 
is less than about half a foot per second. Inasmuch as there is always 
a small area of low velocity near the banks and around piers, a rule 
was made by the hydrographer in charge, March, 1903, that hereafter 
when the velocity at a station becomes less than half a foot per second 
in more than 15 per cent of the cross section, the measurements 
there should be discontinued. At many stations where current-meter 
measurements can not be made when the flow becomes sluggish at low 
stages, a place can be found within half a mile of the station where the 
velocity can be measured by wading. 

At each permanent gaging station where a high degree of accuracy 
is required a somewhat extended study should be made at different 
stages by the vertical- velocity-curve method to test the reliability of 
the results obtained and to derive coefficients applicable to other stations 
having somewhat similar conditions. 

Measuring discharge by wading (see PI. IT, B). — Discharge can often 
be measured more accurately than at the gaging station by wading in 
some chosen section where the conditions are good. Iron rods three- 
eighths inch in diameter and at least 3 feet long, with a long slot or 
thumbscrew in one end and the other end pointed will be found con- 
venient for holding the ends of the tape during the measurements. 
Depth can be measured with a light rod, marked to feet and tenths, 
that can be made in a few minutes. The hydrographer should hold 
the meter as far to the side of him as possible and a little upstream so 
that there will be but slight obstruction offered by his body (see PI. 
II, B). In a very small stream measurements should be made from a 
plank laid across it instead of by wading. 



22 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

CHECKS. 

The field work of the discharge measurement should not be consid- 
ered complete until it has been checked. The chain gage can be 
checked with a steel tape, as described on page 16. The observations 
of velocity can be checked rapidly by the integration method, and the 
computed discharge partially checked by plotting it on squared paper 
and comparing with station rating curve of the preceding year. If 
any discharge varies from the station rating curve by more than 5 per 
cent for ordinary stages at a station where the conditions are fair to 
good, or by more than 8 per cent where the conditions are fair to poor, 
the hydrographer should seek the cause in change in channel or in 
mistakes. 

CLASSES OF DISCHARGE MEASUREMENTS. 

Minimmn-jlow measurements. — Records of the minimum flow of a 
stream are in nearly all cases very important, and special effort should 
be made to secure them every season at each important station. It is 
not very important to determine the smallest amount that flows past 
the station during the season, for this minimum may occur when the 
greater part of the natural flow is being held back by dams; what is 
desired is the average flow for the month or week when the flow is 
least. 

A larger number of discharge measurements are necessary to define 
the lower part of the station rating curve than any other part, because 
small changes in gage height have a much larger proportional effect 
on the discharge for the lower stages than the higher ones, and because 
the slope changes faster in the lower than in the higher parts of the 
curve. 

When there are daily fluctuations in the discharge — as, for instance, 
where the water is held back by dams — care should be taken to have the 
gage read at such times that the reported "daily gage height" is the 
mean for the day; for example, if a gage is below a dam that holds 
back the water during the night, one reading should be taken when the 
water wheels are in use and one when they are shut down. 

It is often advisable to have a low-water gage in addition to the one 
for other stages, one that can be read by the observer easily and with 
a greater degree of accuracy. 

Facts in regard to the minimum flow of tributaries of each stream 
and their suitability for power and water-supply purposes should be 
collected by the hydrographer and reported to the Washington office, 
on form 9-213 or by brief reports. It is well to give also the dates 
and amounts of precipitation in inches at the nearest Weather Bureau 
station for some days preceding the date of measurement. Such facts 
can usually be obtained at small expense, and they add greatly to the 
value of the discharge records. 



""^n??^ 1 CLASSES OF DISCHAKGE MEASUREMENTS. 23 

AND HOL.Llol.fc.-H. _J 

Flood-flow measurements. — The stage of a stream during- flood usually 
changes so rapidly that a discharge measurement made at such a time, 
to be of greatest value, should be made in less than two hours; three 
or four observations of the velocity 1 foot below the water surface 
between each pier and one or two between each pile pier will usually 
answer this purpose. Depths can be obtained from previous sound- 
ings at a lower stage or from the cross section of the river at the station, 
developed after the flood. 

Care must be taken to protect the current meter from injury by drift. 

When for any reason the meter can not be used, the surface velocity 
can be obtained by means of floats. 

In wide streams where the conditions between piers are similar, if 
the velocity is 5 or more feet per second and the bridge spans are 150 
feet or more in length, it is not wise to attempt to measure velocity 
nearer to a pier than about 25 feet. When the measurement is taken 
the area of the pier should be neglected in computing the discharge. 
If the velocity is less than 5 feet per second the area of the pier (or 
piles in the case of trestle work) should be subtracted from the area in 
computing the discharge. 

The gage height at which overflow of banks takes place should be 
noted, also any backwater effect. Facts in regard to character and 
extent of damage done by the flood should be obtained; also effect of 
obstructions upon the height of the flood. 

Distribution of discharge measurements. — As far as possible dis- 
charge measurements should be made at such river stages as will give 
a point on an undefined part of the station rating curve. Frequently 
there are several measurements made at about the same gage height 
and no measurement for 2 or 3 feet stage above or below them. By 
instructing observers to telegraph when the river reaches a desired 
stage the hydrographer can time his visit so as to obtain a point on the 
curve at which no measurements have been made. 

Very often the hydrographer can obtain two or more points on the 
rating curve at a single visit. By remaining a couple of days at the 
station when the stage is high he can make four or more discharge 
measurements cheapty, which may serve to fix a considerable part of 
the curve. 

Miscellaneous discharge measurements. — A miscellaneous discharge 
measurement is one that is made at a distance from a permanent or tem- 
porary gaging station. The place of measurement should be referred 
to some easily found landmark — as, for example, "500 feet upstream 
from county bridge, 3 miles northwest of — — ," and the elevations 
of the water surface should be referred to .some point that can be 
easily found and again used — as, for example, "10 feet below upper 
surface of floor beam, first span north end Southern Railway bridge, 
3 miles south of — ." Facts in regard to the behavior of the 



24 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

stream, its minimum and maximum flow, and a comparison between 
the discharge at the time of measurement and low flow should be 
ascertained and reported. 

When measurements are made at several places along a stream dur- 
ing- a reconnaissance, allowance should be made for rain that has fallen 
in the interval between measurements between the places and on trib- 
utaries entering- the stream between points of measurement. 

Winter discharge measurements. — The winter discharge of the 
important streams is desired at permanent gaging- stations, where the 
conditions are such that reliable data can be obtained at reasonable 
cost. If ice does not interfere with the work, it should be continued 
during the winter, as at other seasons of the year. 

If anchor ice forms at a station, a record should be kept showing 
the date of its formation, the height of backwater due to it, and 
whether much or little water is flowing at the time. Facts in regard 
to the rise in the stream that lifts the ice but does not clear the channel 
should be noted. 

At stations where solid ice forms, the observer should visit the sta- 
tion at least once a week to read the gage and note the condition of 
the stream. If the gage is a chain one, the ice should be cut away 
around the gage, the gage read, and the thickness of the ice measured, 
also the distance of the surface of the water above or below the surface 
of the ice. The observer should also note whether the ice is rough or 
smooth on the under side and the distance to open water above and 
below the station. 

A rod with a crosspiece on the lower end, forming a T, is conven- 
ient for measuring the thickness of ice. 

The vertical-integration method of measuring the velocity (by 
moving- the meter slowly from the surface to the bed and back to the 
surface again, counting the revolutions, and noting the time) will be 
found satisfactory under ice. Some vertical velocity curves, however, 
should be taken at each measurement. A special station rating curve 
must be used for periods when ice interferes with the natural flow. 

GAGE READINGS. 

Computations of discharge and run-off are usualty based on gage 
readings taken one or more times daily. If an}^ of these are in error, 
the results obtained from them are in error also. Every effort should 
therefore be made by the hydrographer to secure thoroughly reliable 
gage readers. No pains should be spared to teach them to read the gage 
correctly and to properly record and report the readings. The} 7 should 
realize the importance of the records they are taking, and should know 
that means are being taken to see that the records are reasonably 
correct. 



>a lND H HOL?jsTEE.] GAGE READINGS AND CROSS SECTIONS. 25 

At each visit to the station the hydrographer should examine the 
gage reader's book and make comments thereon. The reading of the 
observer and hydrographer on the day of visit should be compared. 

A gage reader is more likety to read with regularity and accuracy a 
gage that can easily be reached and seen than one which requires 
unusual effort or risk to read; hence, except in rare cases, a chain gage 
should not be placed on a high railway trestle bridge, nor on a struc- 
ture where it is necessary for the observer to climb, nor where he is 
obliged to kneel down and reach out over some part of the structure. 

Rod gages frequently become waterworn and covered with dirt, so 
that they are difficult to read. Occasionally the bed fills in around the 
lower end of the gage, so that it is necessary to keep open a channel 
of running water to the gage. These points and many others the 
hydrographer must keep in mind and provide for in order to secure 
satisfactory records of daily gage heights. 

STANDARD CROSS SECTION. 

There should be prepared for each permanent gaging station a cross 
section of the stream showing the contour of the channel to points on 
each bank above the highest flood water, the piers, and other obstruc- 
tions, and showing elevations referred to the zero of the gage. An 
engineer's level or plane table will be necessary fcr this purpose. 
From such a cross section approximate depths can be found for any 
gage height; also changes in channel due to scour or fill. It also 
assists very materially in the preparation of the station rating table. 

DATA ON FLOODS. 

Hereafter there will be prepared at the end of each year a water- 
supply paper on the destructive floods of the year, showing their 
magnitude and extent, the destruction wrought by them, and the 
engineering features involved in the prevention of their destructive 
action. When a notable flood occurs in the area in charge of an} T dis- 
trict hydrographer he should make a special effort to visit the locality 
during the flood, or very soon thereafter, and obtain all facts possible 
concerning the height, quantity of water, destruction wrought, and 
reasons therefor, and prepare a report thereon, adding comments con- 
cerning the action of bridges, buildings, levees, etc., along the stream. 
In such investigations care should be taken to verify data not obtained 
from actual observation, especially an}?- data necessaiy for computing 
discharges. If discharge is computed from data obtained principally 
from flood marks, special care must be taken, because these marks 
are often misleading. 



26 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

RECONNAISSANCE. 

A reconnaissance of a stream is made for the purpose of locating a 
gaging station, investigating water power or water storage possibili- 
ties, or studying the destruction wrought by floods or the pollution of 
the water. 

All data that have any bearing on the question studied should be 
collected, and sketches should be freely used, showing the relative 
positions of objects described. The notes should be very full and 
clear, so that they will convey correct ideas of facts after they have 
been in part or wholly forgotten. 

A reconnaissance for the selection of a gaging station or for investi- 
gating power and storage possibilities is usually made when the stream 
is low, as data collected for these purposes are more valuable at this 
stage than at the high stages. 

The instruments used are a hand level, compass, steel tape, and 
current meter. 

The topographic features of the watershed, such as the elevation, 
slopes of surface, width of valleys, character of rock and soil and veg- 
etation, should be noted; the slope of the stream, location of the used 
and unused power, location and magnitude of principal tributaries, 
high-water marks, the extent to which the water is used for industrial 
purposes, kind of industries, and the kind and sources of pollution 
should also be noted. 

The discharge of a stream and its principal tributaries should be 
measured, and a temporary bench mark should be left at each point of 
measurement, so that if a subsequent measurement is made at that 
point it can be compared with the former. 

DESCRIPTION AND CARE OF INSTRUMENTS. 
GENERAL STATEMENT. 

Hydrographers are responsible for the care of current meters and 
other Government instruments intrusted to them, and are required 
to account at stated times for all such property in their keeping. 
Since the accuracy of stream gagings depends largely upon the correct 
working of the current meter, great care should be exercised in 
handling these instruments and in keeping them properly adjusted. 
Inaccurate work and poor results can often be traced directly to neglect 
in caring for instruments. 

CURRENT METER. 

The following description and suggestions regarding the use and 
care of the small Price electric current meter (see PI. Ill) are intended 
for the guidance of hydrographers in the field: 

When in use the meter is suspended by a double conductor cable of 
No. 11 or No. 16 flexible copper wire, heavily insulated. Wire of that 



U. S. GEOLOGICAL SURVEY 



WATER-SUPPLY PAPER NO. 94 PL. Ill 




PRICE ELECTRIC CURRENT METERS, WITH BUZZERS. 



MUBPHY, HOYT, 
AND HQLLISTEK 



.] 



CURRENT METER. 



27 



size is of sufficient strength to hold the meter and weights, and it obviates 
the necessity of additional rope for suspending the equipment when 
the weight used is less than 40 pounds. The cable is attached to the 
meter with a spring snap hooked into the circular end of the trunnion 
P, fig. 5. The heavy copper wires are connected with the meter 
binding posts h and d by smaller and more flexible wires. The wires 
connected with the binding post d should be threaded through the metal 
loops on the yoke o, within the trunnion frame, and at g. It is desirable 
that these wires should be flexible and loose, to allow the meter to 
swing free in the vertical plane when it is in use. 

Lead weights (a, fig. 6), provided for the purpose of holding the 
meter steady in moving water (the higher the velocity of the stream 

Section A-A 





Fig. 5. — Cross section of small Price electric current meter, showing details. 

the greater the weight), are attached to the lower end of the trunnion 
by means of a detachable weight stem (/>, fig. 6). 

The weight vane (c, fig. 6) should be attached to the weights at all 
times when the meter is used suspended from a cable. When gaging 
small or shallow streams it may be necessary to make observations by 
wading. Under such circumstances it will be more convenient to dis- 
pense with the lead weights and attach the meter to a light rod or pole. 
If desired a brass standard can be supplied for attaching the meter to 
the rod. 

The meter is supported in a trunnion or hanger (P, fig. 5), and is 
free to swing in a vertical plane. One revolution of the wheel or cups is 



28 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

indicated by a buzz of the electric buzzer, the observer being required 
to count the number for a certain interval of time, preferably fif ty sec- 
onds, as the computations can more easily be made from that number. 
A second observation of the same length of time should immediately 
follow the first observation in order to verify the count. 

The vertical axis (n, fig. 5) to which the cups of the current-meter 
wheel are attached, and hereinafter referred to as the cup shaft, ter- 
minates at the lower end in an inverted cone, which bears or turns on 
the cone-shaped point of e, fig. 5. The part marked 1, fig. 5, will be 
referred to as the point bearing. This is the most delicate part of the 
meter, and should be treated with the greatest care, as it is made of 
highly tempered steel and is liable to be fractured or broken. To pro- 
tect this sharp point bearing while the meter is being shipped or car- 
ried, a milled sleeve (&, fig. 5) is provided. This sleeve is threaded 
on the inside, and screws up or down on the screw thread on the 
extension of the lower end of the cup shaft shown in fig. 5. When 
the meter is not actually in use, and before it is put into the wooden 




Fig. 6. — Weights and weight vane of small Price electric current meter. 

case after using, the milled sleeve k should be screwed down until 
it bears on the top of q and raises the cups and cup shaft off the 
point bearing, thus protecting it from possible injury. This sleeve 
should not be screwed down very tight, as the shoulder of the journal 
on the upper end of the cup shaft will be thrust hard against the end 
of its bearing and perhaps be injured. 

When preparing to make a measurement with the meter the milled 
sleeve should be screwed up on the cup shaft far enough to make it 
absolutely certain that the cups are turning on the point bearing and 
are working with the least possible friction. This sleeve is milled for 
adjustment with the fingers and not with a wrench or pliers. 

If the point bearing becomes injured and it is necessary to replace 
it, an extra one will be found in the meter case. To replace the bear- 
ing slacken the screw i, fig. 5, with the small spanner wrench pro- 
vided with the meter, remove the large nut q with the point bearing 
locked in it. After its removal hold the head of the nut q firmly with 
a small wrench or pair of pliers, slip the small spanner wrench over 



MURPHY, HOYT, 
AND HOLLISTER 



CURRENT METER. 29 



the flat sides of the nut f, and loosen it. Remove the nut f with the 
fingers, and with a small screw-driver take out the damaged bearing 
from the large nut q. Replace the large nut q, and with the spanner 
wrench screw it firmly into yoke o. Remove the lock nut from the 
point bearing to be inserted, and with a screw-driver send the latter 
through the large nut q. Great care should be exercised in making 
this most important adjustment of the current meter. A slight 
amount of play or movement of the cups up and down must be allowed, 
so that they will revolve freely and without friction. When the point 
is almost up turn it, a part of a revolution at a time, with the screw- 
driver, until the proper adjustment is obtained. After the adjustment 
has been made a full turn of the point bearing in the nut q would crush 
the sharp point of the bearing e into the inverted cone of the cup 
shaft and break the point. After the point has been satisfactorily 
adjusted remove the nut </, with the point in it, put the lock nut on 
the point, and draw it down on the face of the large nut and thus pre- 
serve the adjustment. Should the adjustment of the meter be too 
tight the results obtained from its use will be erroneous. An exami- 
nation of the meter when received from the Survey will give an idea 
of the proper adjustment. Do not disturb the adjustment of the 
meter unless it is necessary to put in a new point bearing. 

Section A-A, fig. 5, shows the construction of the binding post and 
contact spring of the meter. A flexible, well-insulated copper wire 
(No. 20, or smaller), is drawn through the metal loop g of the yoke o, 
and the end of the wire free from insulation is thrust into the metal 
binding post d and secured by the small set screw. This metal bind- 
ing post terminates in a slender platinum spring (a), which extends 
through the hard rubber nipple c into the contact chamber to m. The 
top or upper end of the cup shaft terminates in the contact chamber 
with an oval-shaped eccentric (m), which makes a contact with the 
spring a at each revolution of the meter cups. This contact can be 
prolonged or shortened by bending the point of the contact spring in 
the contact chamber in the desired direction. The oval-shaped eccen- 
tric end of the cup shaft is detachable, and can be removed by taking 
off the cap R, holding the cups firmly, and applying a screw-driver to 
the small slotted head. 

The insulating nipple c is made of hard rubber, and is likely to break 
if the binding post d receives a sharp blow. An extra insulating 
nippple will be found in the small tin case in the meter box. Before 
removing or replacing the binding post d, take out the eccentric- 
shaped top of the cup shaft on. If this is neglected the contact spring 
will be destroyed by the turning of the binding post. 

In using and handling the meter care should be taken that it does 
not fall or get a hard knock which may injure the cups or cup shaft. 



30 HYDROGRAPH1C MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

An injury to either will change the rating- of the meter, and if this 
occurs it should be immediately returned to headquarters for repairs. 
When using the meter in streams containing grass or moss, examine 
the instrument frequently to see that nothing has lodged on or wrapped 
around the cup shaft n. 

If the meter has not been used for some time before a measurement 
is made it should be carefully cleaned and oiled. 

BATTERY AND BUZZER. 

In charging the battery cell used with the electric buzzer furnished 
with the current meter, one-half teaspoonful of bisulphate of mercury 
is sufficient. Fill the cell with water and insert the zinc pole with the 
rubber stopper attached. When putting the battery cell in the leather 
case be sure that the small platinum point on the lower end of the cell 
and the screw head of the rubber stopper make perfect contact with 
the copper plates. If the buzzer makes but a faint clicking sound 
instead of a buzz, remove the metal cap covering the buzzer, and 
with a knife blade adjust the small upright brass point by bending 
until the armature produces the desired sound. Never allow the liquid 
to remain in the battery cell over night, as it will generate gas and 
produce pressure sufficient to cause the cell to leak at the rubber 
stopper, and the solution escaping will destroy the leather of the brass 
parts of the buzzer. When measurements are needed requiring a 
long time for completion the stopper should be removed occasionally 
to relieve the pressure due to the gas. 

When preparing to make a discharge measurement charge the battery 
cell of the buzzer, remove the meter from the case, take out the weights, 
weigh stem and vane, combine them as in fig. 6, and attach them 
to the meter with the spring pin provided; turn up the milled sleeve k; 
be sure that the meter is well oiled, and turn the cups to see that they 
revolve freely and that the buzzer responds to each revolution. 

After making a discharge measurement, or at the close of a day's 
work with the meter, unscrew the large nut q, with the point bearing 
in it, and examine the point carefully to detect injury. With a piece 
of soft cloth remove the water in the opening at the lower end of the 
cup shaft, oil generously, and replace the bearing. Then remove the 
screw cap R, turn the meter over to allow the water to run out of the 
contact chamber, put in a plentiful supply of oil, and replace the cap; 
this protects the top of journal bearing of the cup shaft from rusting. 
After this has. been done turn down the milled sleeve Tc, to protect the 
point bearing while carrying the meter, remove the battery cell, empty 
out the liquid, wash the cell with water, and pack the meter carefully 
in the case, when it will be ready for future use. 



M Z P t?ko™V.r1 CURRENT METER. 31 



BERATING OF METERS. 



Whenever a meter point is found to be broken or injured it should 
be replaced by the other point bearing which accompanies the meter. 
If the cups are injured or the cup shaft is bent the meter should at 
once be sent to headquarters for repairs. Every meter that has been 
used to any considerable extent after rating- should be rerated before 
the beginning of the next field season. 

For description of meter-rating stations and method of rating meters 
see Water-Supply and Irrigation Paper No. 56, page 34. 

The rating table of a small Price meter when held with a rod differs 
somewhat from that applicable to a similar meter when held with a 
cable and free to tip, so that if this meter is used with a rod care must 
be taken to employ the proper rating table. 

RECORDS AND REPORTS. 

General statement. — The regulations which govern all work done by 
the United States Geological Survey require that all original records 
of data collected shall be filed for public reference at the office of the 
Survey, in Washington. These records should be so clear and full in 
all respects that they will be intelligible at any time to engineers and 
other persons who may desire to consult them. 

Duties of district hydrographers and engineers. — In order to sys- 
tematize stream measurements the country has been divided into dis- 
tricts, each of which has been placed under the supervision of a district 
hydrographer or engineer. It is the duty of this officer to superintend 
all stream measurements in his territory, and he is held responsible to 
the chief engineer for the character of the work done by the men under 
him. He should have immediate supervision of all the more important 
features of the work which can not be intrusted to his assistants. The 
stream-gaging work, which is carried on in connection with the inves- 
tigation of irrigation projects, should be under the direct charge of a 
man designated by the district engineer, through whom he shall report. 
This man should be held responsible for the proper execution of all 
stream-measurement work, and all data concerning such work must be 
transmitted through him. 

Care in keeping records. — As the work of the Government is for the 
general public, it is subject to more severe criticism than the work of 
private engineers. It is therefore essential that great care be taken in 
the work and that every possible excuse for criticism be eliminated. 
All necessary notes should be taken in the field, and, as a special pre- 
caution, at the end of each day's work notebooks should be reviewed 
and amplified while the facts and conditions are still fresh in the mind 
of the hydrographer or engineer. Careful cross references should be 



32 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. u. 

made, and sketches to show the relative location and details of special 
features should be freely used. 

Computing field notes. — Original computation of all field notes should 
be made, when possible, in the field, or the notes should be computed 
at as early a date as possible, and in no case should the hydrographer 
allow large quantities of undigested data to accumulate. 

Checking of records. — All records and notebooks should be examined 
and checked before they are transmitted to the Washington office. In 
order to fix the responsibility for errors each book or sheet should be 

stamped and initialed "Computed by ," " Computations checked 

hj ," or "Examined by ." All records are carefully 

examined at the Washington office, and if incomplete they will be 
returned to the district engineer or hydrographer for correction and 
amplification. 

Duplicate records. — The district hj^drographer may cause to be pre- 
pared such duplicate copies of original notes as may be necessary for 
reference in his office. Too much duplication should be avoided. 
The original records may be loaned at any time from the files of the 
Washington office. 

Transmission of data to Washington office. — All data, correspondence, 
and other material from each hydrographic district should be trans- 
mitted through the district hydrographer or engineer to the Wash- 
ington office. This material should be initialed by the district 
hydrographer or by some one designated by him. With the exception 
of single gage-height and discharge-measurement cards, mailed as 
postal cards, all data sent should be accompanied by a letter stating 
the amount and character of material furnished. No data will be 
accepted by the Washington office which is not O. K.'d by the district 
hydrographer or by some one designated by him. 

Standard forms. — As far as possible the standard forms furnished 
by the Surve}^ should be used in transmitting data. Such informa- 
tion as can not be written on these forms and cards may be trans- 
mitted on the separate sheets of paper furnished by the Survey. 
These sheets should be of the standard letter size, 8 by 10 inches, as 
this is the size for which the file boxes of the Washington office are 
designed. Pieces of paper of odd sizes should not be used either for 
drawings or reports. Sketches and maps accompanying reports 
should, whenever possible, either be on paper of standard size, or 
should be folded to conform with this size in order that the}^ may be 
filed with the written reports. 

The following is a list of the forms which have been adopted for 
general use in hydrographic work. These are intended both to mini- 
mize and simplify the work. Whenever forms become too numerous 
they lose their usefulness. Every effort has, therefore, been made to 



MURPHY, HOYT, 
AND HOLLISTEK 



| RECORDS AND REPORTS. 33 



reduce the number of forms to a minimum and to prepare these in 
the simplest manner possible. 

List of standard forms. 

GAGE-HEIGHT FORMS. 

Form 9-176. — Gage-height cards, for transmitting observer' s daily gage readings to 
the resident and district hydrographer, to be forwarded to the Washington office. 

Form 9-175. — Observer's gage-height books, for recording daily gage-heights at 
river stations. 

Form 9-212. — Daily gage-height form, for tabulating daily gage-heights, arranged 
by months, with sufficient space for one year's records. 

DISCHARGE-MEASUREMENT FORMS. 

Form 9-198. — Current-meter notebooks for recording notes of discharge measure- 
ments, vertical-velocity curves, and other meter work. 

Form 9-221. — Card for reporting discharge measurements to the Washington office. 

Form 9-207. — For tabulating discharge measurements for regular stations, with 
spaces for all necessary data. 

Form 9-223. — For tabulating miscellaneous discharge measurements. 

Form 9-244- — For describing the method of and for reporting miscellaneous dis- 
charge measurements made by floats, to be used in regular work. 

COMPUTATION FORMS. 

Form 9-192. — For tabulating daily gage heights and their corresponding discharges, 
with spaces for totals, monthly means, and run-offs. The form provides for one year's 
records, arranged by months. 

Form 9-210. — For tabulating station rating tables. 

Form 9-206. — For tabulating meter rating tables. 

REPORT FORMS. 

Form 9-197. — Description of river stations; to be used fordescribing both temporary 
and permanent stations. 

Form 9-237. — For reporting the conditions at river stations and giving the cost of 
maintenance. 

Form 9-213. — For reporting changes and other information in regard to river 
stations. 

Form 9-171. — Monthly report on river stations. 

Form 9-245. — Monthly report of services, giving daily employment. 

VOUCHERS AND MISCELLANEOUS FORMS. 

Form 9-230. — A blank form ruled for miscellaneous tabulation. 

Form 9-904- — Cross section notebook. 

Form 9-903. — Level notebook. 

Form 9-253. — Index blanks for notebooks. 

Form 9-019a. — Subvouchers. 

Form 9-009.- — Service vouchers for field men. 

Form 9-005. — Field vouchers. 

Form 9-015. — Traveling expense vouchers. 

Form 9-918. — Expense account notebook. 

Aside from these forms, which are in general use, there are several 
forms which are used in the Washington office and in special work. 

irr 94—04 3 



34 HYDROGKAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

Hydrographers desiring forms for any purpose will kindly forward 
a description of what they want, and they will, as far as possible, be 
supplied. 

INSTRUCTIONS FOR USE OF FORMS. 

Observers' gage-height books {form, 9-175). — In the observers' gage- 
height books are recorded the daily stage of rivers, together with 
miscellaneous information, such as data in regard to floods, ice, weather 
conditions, etc. The observer should be instructed and trained to 
keep the books in as legible condition as possible, and to insure this 
the hydrographer should inspect the gage-height book at each visit to 
the station. At the end of each 3^ear the observer should be furnished 
with a new book and the old one should be returned to the district 
hydrographer's office, where it should be examined, checked, and for- 
warded to the Washington office for filing. 

Gage-height cards (form 9-176). — Gage-height cards should be made 
out at the end of each week by the local observer and mailed to the 
district hydrographer's office, where the} r should be carefully exam- 
ined. In this examination all missing data, such as the date, name of 
station, river, State, etc., should be supplied. The gage heights should 
be compared with the gage heights for previous weeks to see that no 
unaccountable changes due to error in reading the gage have been 
reported, and the column for means should be filled in. A copy of 
the data on the cards should be made for the office of the district 
hydrographer and the originals should then be forwarded to the 
Washington office. 

Current-meter notebooks (form 9-198). — In these books are recorded 
the field notes of discharge measurements and vertical velocitj' - curves. 
In all cases the original data should be written in the book at the time 
of the measurement. In no case should it be copied from rough 
notes in other books. Explanatoiy notes, cross references, and 
sketches should be added at the end of each day's work. The blank 
spaces at the head of each page are to be filled in; also the columns 
for the original data. In the column headed "Depth of observation" 
the exact depth for each observation should be recorded; "at 0.6 
depth" is not sufficient; the position of the initial point, edges of 
water, edges of dead water, and number of channels should be stated; 
also the direction and force of the wind, roughness of the bed, and any 
other factors on which the accuracy of the work depends. A state- 
ment of the reliability of the results should be made in the notes. 
If the measurement is not made at the station the approximate dis- 
tance and a brief statement of the conditions at the places of measure- 
ment should be made. The velocity at the water's edge and at the 
edge of piers, shoals, etc., should be estimated and recorded. The 



ThSIb.] kecords and reports. 35 

cross-section pages at the end of the book are to be used for sketches 
and additional explanatoiy notes. Cross-reference notes should be 
made referring- to these pages. Page 18 shows a sample page of cur- 
rent-meter notes with the computations for the same. 

Discharge measurement cards {form 9-2 l 21). — These are to be made 
out by the hydrographer and sent to the local office when the meas- 
urements are computed. Care should be taken to fill out all portions 
of the card. Special attention is called to the remarks and the por- 
tion for "gage verified and found " (see p. 16 for explanation). Meas- 
urement is not complete without this data. Either "At permanent 
station," "Temporaiy station," or "Miscellaneous measurements" 
should be crossed out, so that the card shows at once to which class of 
measurements it belongs. All cards should be carefully examined 
before they are sent to the Washington office. 

Form 9-213. — In order that the office may keep a complete and sys- 
tematic record of all the changes and additions at river stations, such 
as new gages, bench marks, changes in the river bed, equipment, etc., 
form 9-213 has been prepared. This form is to be used in sending in 
to the office any data in regard to the regular river stations which 
affect the measurements or the station in any way. These forms are 
filed with the regular data for the station, and are necessaiy in order 
that the Washington office may thoroughly understand the conditions 
under which the station has been maintained and the measurements 
made. 

Description of river stations {form 9-197). — Special care should be 
taken in filling out the description of stations. The description 
should be so clear that with it a stranger could go to the locality and 
be able to continue the work at the station. The name of the station 
should be carefully chosen, and it should definitely locate the station 
with respect to some of the prominent features in the vicinity, as 
above or below some creek or tributary, at a certain bridge, near a 
certain township line, etc. If there has ever been another station on 
the same stream in the vicinity of the new station, the relative loca- 
tion of these two stations should be stated, and, if possible, the relation 
of the zeros of the two gages. In order to facilitate the preparation 
of rating curves it is desirable that care be taken in preparing a 
sketch of the cross section of the stream. This, with the other 
sketches, nmy be made on cross-section paper and attached to the 
description. It is also desirable to cut from a topographic sheet 
or some other map a section which will show the location of the 
station. 

Indexing notebooks. — All notebooks should be carefully indexed on 
the regulation blank 9-253 before they are forwarded to the Washing- 
ton office. The index slip should be left loose in the book, in order 



36 HYDEOGEAPHIC MANUAL, U. S. GEOLOGICAL SUEVEY. [no. 94. 

that the file clerk may more readily check the contents. It will then be 
pasted on the cover. The following - shows a sample of the indexing: 

9-253 DEPARTMENT OP THE INTERIOR. 

UNITED STATES GEOLOGICAL SURVEY. 

HYDRO«RAPHIC RECORDS. 

Kind of notes, Current-Meter. 

File No., 5399. 

Date received, February 1, 1904- 

Hydrographers, Chandler, JS. F. , and RicJiards, R. 



Stream. 


Locality. 


State. 


Date. 


Page. 


Heart 


Church's ranch (Rich- 
ardton). 

Medora 


N.Dak .. 

a 
1 1 
tt 

Minn 

a 

N. Dak . . 

a 


190S. 
S. 5 

it 

S. 25, O.5.. 
S. 28 

0. 12 

Ag. 4 

Ag. 1,4— - 

Ag. 1,4-... 


8 


Little Missouri 


7 


Mouse 

Pembina 

Red Lake 


Minot 

Neche 

Crookston 


9, 11-12 

10 

13-14 


It tt 


E. Grand Forks 

Grand Forks 


6 


Red River of the North 

a tt a it a 


1-2,4 

3,5 


" " {above forks) 



Note. — Rivers to be arranged in alphabetical order. The same entries occurring several times 
should be entered but once and the various pages given. 

If references are to consecutive pages use dash, e. g., 9-12; if not to consecutive pages, use comma, 
e. g., 1, 3, 5, 8. 

Enter under the noun, except where the adjective is a recognized part of the name, thus, Platte, 
South fork; but North Platte, Little Missouri. 

Kinds of reports.- — Reports in general may be divided into two 
classes: First, the regular monthly reports of work accomplished; sec- 
ond, special reports transmitting data or information to the office. 
The regular monthly reports are intended to give the hydrographer 
an idea of the work that is being done and the progress that is being 
made. The reports containing data go into the office files as perma- 
nent records and are used in making up the publications. An effort 
should be made to maintain this division. 

Use of mail s and sketches. — In all reports, descriptions of stations, 
etc., maps and sketches should be freely used to show the location of 
river stations, the sections of the country visited, and other details. 
In case topographic sheets have been prepared for the region under 
investigation the hydrographer should supply himself with copies of 
these sheets and make use of such portions of them as cover the terri- 
tory examined. Upon these maps special features should be shown. 
In the absence of topographic sheets land office and other maps should 
be used. 

Report maps. — Each district hydrographer should prepare a map of 
his territory from the best maps available. This map should show, 



MURPHY, HOYT 
AND HOLLISTER 



' EE J RECORDS AND REPORTS. 37 



with their names, the principal streams and other features on which 
work will be carried on. He should divide bis territory into its prin- 
cipal drainage areas and indicate them on the map. When this divi- 
sion has been decided upon, it should be carefully adhered to, so that 
the measurements and other work can be referred to drainage areas. 
These maps may be prepared on tracing cloth, and from them the Wash- 
ington office can make a paper negative, from which as man}^ copies 
as desired can be supplied. This map is desired for use in reports. 
With each report a map should be transmitted showing the localities 
that have been investigated, which should be referred to by number, so 
that the chief engineer can at a glance see what is being done. 

Monthly reports. — A monthly report of the district hydrographer is 
to be made up of — 

(a) A brief written report stating what was done during the month 
and the condition of the work. 

(b) Form 9-171, on which shall be given an alphabetical list of the 
river stations in each State in his district. Stations in different States 
should not be shown on the same sheet, as these sheets are filed by 
States, so that separate sheets should be prepared for separate States. 
In the column of remarks, such notes as "New bench mark estab- 
lished," "Station discontinued" (with date), "Station established" 
(with date), "Temporarily closed," etc., are to be given. Names of 
the stations which are temporarily closed should be kept on the list 
until they are discontinued. 

(c) Form 9-245 is designed for use by each man under the district 
hydrographer. On this form should be briefly stated what the em- 
ployee did on each day during the month. Such general statements as 
clerical work, field work, etc., are not sufficient. In preparing the 
monthly report it is suggested that the district hydrographer should 
have each man under him fill out form 9-245 and form 9-171 for the 
stations which he has visited. From these two forms the general 
monthly report can be taken. 

Each field assistant and a distant hydrographer, when on field trips, 
should report to the district office immediately after visiting a station 
or after completing a reconnaissance or any piece of work, the gen- 
eral results of the work done, and such detailed information as is 
necessary in making up the monthly report for that district. This 
enables the district hydrographer to complete his report without wait- 
ing for the return of an assistant who is making an extended trip. 

Resident hydrogrwphej^s monthly report. — The following is a sample 

form for monthly report of resident hydrographer: 

Atlanta, Ga., October 31, 1903. 
Mr. F. H. Newell, Chief Engineer. 

Dear Sir: The following is a report of hydrographic work carried on in the States 
of Alabama, Georgia, and Tennessee during the month of October, 1903: 

The following men were engaged: Messrs. M. R. Hall, J. M. Giles, and O. P. 



38 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

Hall of the regular force, and Messrs. W. G. Green and B. S. Drane of the temporary 
force. Their duties were as follows: 

M. R. Hall had general supervision of the work, spent ten days in the office in 
general correspondence, preparation of descriptions, computation on meter notes, 
and miscellaneous duties. The remainder of the month was spent in making a 
reconnaissance of Flint River and its tributaries. 

J. M. Giles spent the whole month in the field, making meter measurements, 
repairing gages, and establishing bench marks. 

0. P. Hall spent the whole month in the office, plotting discharge measurements 
and making rating tables. 

W. G. Green was employed for ten days during the month in making low- water 
measurements. 

B. S. Drane was employed for twenty days during the month, ten of which were 
spent in the field assisting in the reconnaissance of Flint River; the remainder of the 
time was spent in the office working on the report of the work. 

The accompanying lists show r the distribution of the gaging stations in the various 
States; also the work done at each station. On the index map is indicated the 
location of the stations and of the localities investigated. 

The accompanying reports and forms give a portion of the data mentioned in this 
report. The remaining data will follow in a few days. * 

Very respectfully, 

M. R. Hall, Hydrographer. 



9-171. DEPARTMENT OF THE INTERIOR. 

UNITED STATES GEOLOGICAL SURVEY. 

DIVISION OF HYDROGRAPHY. 

Atlanta, Ga., October 31, 1903. 
Mr. F. H. Newell, 

In charge of Divison of Hydrography. 
Sie: The following is a brief statement of the hydrographic work preformed during the month of 
November, 1903, under the direction of M. R. Hall; 

RIVER STATIONS MAINTAINED, ESTABLISHED, OR DISCONTINUED. 



Stream. 


Station. 


State. 


No. of dis- 
charge 

measure- 
ments. 


Remarks. 


Alabama River 


Montgomery 


Alabama 





New B. M. established 
Nov. 15, 1903. 


Alabama River 


Selma 




1 




Black Warrior R 


Cordova 









Black Warrior R 


Tuscaloosa 







Discontinued Nov. 30, 
1903. 


Cahaba River 


Centerville 




2 




Choccolocco Cr : 


Jenifer 




1 










Coosa River 


Riverside 




1 


Gage washed out, Nov. 
10; replaced Nov. 20. 





Under ' ' Remarks ' ' state date of establishment or discontinuance, changes in gage, interruptions in 
observations, etc. A brief report covering any matters of interest occurring during the month, and 
form 9-245, should usually accompany this form. These make up the monthly reports of the resident 
hydrographers. 



MT Ind H holli Y ster.] RECORDS AND REPORTS. 89 

9-245. DEPARTMENT OF THE INTERIOR. 

UNITED STATES GEOLOGICAL SURVEY. 

HYDROGRAPHIC BRANCH. 

Report of services rendered by /. M. Giles during month of November, 1905. 

[To accompany vouchers form 9-009 or subvouchers 9-019, giving briefly the character of work per- 
formed each day.] 



1. Sunday. 



2. Plotting discharge measurements, checking gage-height cards. 



3. General correspondence and report on reconnaissance of Flint River. 



4. Measured discharge of Alabama River at Salem, en route to Montgomery. 



5. Measured discharge of Alabama River at Montgomery. 



6. Computing discharge measurements and general correspondence. 



7. Making up monthly reports. 



I certify that the services were rendered as above stated. 
Approved by M. R. Hall. 



J. M. Giles. 



Reports on reconnaissance, surveys, investigations, etc.- — As soon as 
practicable after the completion of the reconnaissance work, surveys, 
investigations, etc., a comprehensive report should be transmitted, 
stating concisely the information collected and the deductions which 
have been made, based upon the investigations. It is not desirable to 
accumulate data for a semiannual or yearly report. The material 
should be separated, as far as possible, into independent unit reports, 
and these should be transmitted as the work progresses. 

Reporting new river stations. — When a river station is established a 
statement should be transmitted, together with a description of the 
station, on form 9-197, stating the general reasons for establishing 
the station and the conditions which led to its establishment at the 
particular site selected. 

Authority for carrying on work. — At the beginning of each season 
or before starting work which involves a considerable expenditure of 
money, the hydrographer or engineer in charge should submit for the 
approval of the chief engineer a brief outline of the work which it is 
proposed to carry on. This should state the purpose for which the 
data are to be collected, the cost, and other details which will give the 
chief engineer an idea of what it is proposed to do. Approval of the 
plan is to be considered authority for carrying on such investigations 
as may be deemed necessary to accomplish the end desired. 

Furnishing information, to thejcmblic. — All data collected by Survey 
employees should be submitted to the Director through the hydrogra- 
pher-in-charge before it is given to the public. In general, requests 
for data which are ready for distribution should be addressed to the 



40 HYDEOGEAPHIC MANUAL, U. S. GEOLOGICAL STJEVEY. [no. 94. 

Director or the hydrographer-in-charge at Washington. When, how- 
ever, requests are received by the district hydrographers or engineers 
they may furnish the information direct, if in so doing they are satis- 
fied that the Survey will be in no way involved. Copies of all such 
requests and their answers should be sent to the hydrographer-in- 
charge for the Washington letter files. When the district hydrogra- 
pher receives requests for data and he has some doubt concerning 
the advisability of complying with the request, he should prepare a 
letter containing the information desired, for the signature of the 
hydrographer-in-charge, who will decide whether the information 
should be given out. A carbon copy of the reply, with the answer 
and original request, should accompany the original request, so that a 
record of the data furnished may be kept in the Washington office. 

Miscellaneous information. — It is expected that each district hydrog- 
rapher and his assistants shall be on the lookout for any valuable 
information on the hydrography of the section in which they happen 
to be. This information should be systematically collected and care- 
fully filed and indexed so as to be easily consulted. It is suggested 
that each employee supply himself with a small pocket case to hold 
3 by 5 inch index cards. W T hen in the field, items of importance may 
be noted on these cards, one subject to a card, and these, when filed in 
the office, will be a valuable source of information. 

Publications containing progress reports of stream measurements. — 
The progress report of stream measurements for each year contains 
the results of the year's field work, including all original data, such as 
gage heights and discharge measurements, together with the office 
computations. 

The following is a list of these publications by years: 

1888. Tenth Annual Report, Part I. 

1889. Eleventh Annual Report, Part II. 

1890. Twelfth Annual Report, Part II. 

1891. Thirteenth Annual Report, Part III. 

1892. Fourteenth Annual Report, Part II. 

1893. Bulletin No. 131. 

1894. Sixteenth Annual Report, Part II. Bulletin No. 131. 

1895. Seventeenth Annual Report, Part II. Bulletin No. 140. 

1896. Eighteenth Annual Report, Part IV. Water-Supply Paper No. 11. 

1897. Nineteenth Annual Report, Part IV. Water-Supply Papers Nos. 15, 16. 

1898. Twentieth Annual Report, Part IV. Water-Supply Papers Nos. 27, 28. 

1899. Twenty-first Annual Report, Part IV. Water-Supply Papers Nos. 35 to 39, 
inclusive. 

1900. Twenty-second Annual Report, Part IV. Water-Supply Papers Nos. 47 to 
52, inclusive. 

190L Water-Supply Papers Nos. 65, 66, and 75. 

1902. Water-Supply Papers Nos. 82 to 85, inclusive. 

1903. Water-Supply Papers Nos. 97 to 100, inclusive. 



M ™holuster.] REPORTS AND COMPUTATIONS. 41 

The supply of these publications is rapidly becoming exhausted, and 
many of them can be obtained only through members of Congress or 
by purchase from the Superintendent of Public Documents, Wash- 
ington, D. C, or at some second-hand book store. District and resi- 
dent hydrographers should endeavor to obtain a complete set of the 
above papers for their office files, and they and their assistants should 
familiarize themselves with their contents in order that they may 
know what work has been done by the Surve}'. 

Miscellaneous JvydrograjpTiic reports. — Aside from the publications 

containing yearly progress reports, mentioned above, special reports 

on various hydrographic subjects are prepared and published from 

time to time, in the series of Water-Supply and Irrigation Papers. 

These papers contain valuable information, and they should, as far as 

possible, be examined and studied by each man in the Survey, and 

special attention should be given to those relating to methods of the 

work. 

COMPUTATIONS. 

Rating curves and tables. — The object of taking gage heights and 
discharge measurements is to prepare rating curves from which a dis- 
charge table can be constructed. The practicability of applying a table 
depends on the general assumption that the discharge is a function of the 
gage height, and that for streams of practically constant cross section 
the discharge for the same gage height will be the same. By plotting 
the discharge measurements as abscissas and the corresponding gage 
heights as ordinates a discharge curve for the station can be drawn 
which will form a basis for the rating table. In preparing the rating 
curve a careful study of all available data should be made, and it is 
here that notes in regard to the various conditions at the time measure- 
ments were made are of great value. In choosing the scale for plotting 
the curve the maximum gage height and discharge should be considered. 
Its size should be such that the discharge can be read from the curve 
to the required degree of accuracy, and it should also be such that the 
inclination of the rating curve will be approximately 45°, for when 
the curve becomes nearly horizontal it is more difficult to accurately 
take the discharges from it. It is desirable to plot the measurements 
for different years on the same sheet, in order that a comparative 
study may be made of them. In plotting the discharge measurements 
different colors or symbols may be used to distinguish between meas- 
urements for different years. 

The first draft of the rating table is taken from the curve. The table 
is afterwards smoothed out by adjusting first, and if necessary second, 
differences. The difference between the discharges for successive tenths 
should either be constant or increasing, never decreasing, and as far as 
possible it should follow some general law. Whether in the table the 
discharge should be carried out to the nearest second-foot or only to 



42 HYDROGBAPHIC MANUAL, TJ. S. GEOLOGICAL SURVEY. [no. 94. 

the nearest five or ten second-feet, should be determined b}^ the condi- 
tions at the station. 

Figs. 7 and 8 are opposite extreme cases of rating curves. Fig. 7 
shows one constructed from measurements carefully taken, and it also 
shows that it is necessary to have measurements made between gage 
heights 5.2 and 6.5 between which points the curve is not well deter- 
mined. Fig. 8 shows that either the conditions at the rating station are 
poor or that the measurements are not being carefully made. When 
such conditions as are shown on this curve are encountered the district 
hydrographer should make a careful investigation to determine some 
solution of the problem. 

Computation of daily discharge, monthly means, run-off, etc. — The 
object of the rating table is to enable the computation of daily dis- 
charges, monthly means, and run-off to be made. For such computa- 
tions form 9-192 has been prepared (see p. 45). Daily gage heights 



it. 

7 






































1 1 
June 5,1903 


















































































-"^J 


une 


2 3,1903 
















































































































































5 












<*"A 


ug- 


3JS 


03 




























Ma) 


n,i 


903 


% s 


Oc 


1 1 
L. 5,1903 
























































































































4 


Dct. 


23, 
190 


190, 


3 






































*-u< 


,t II, 


d 




































a 





























































































Second-feet in thousands. 

Fig. 7. — A good station-rating curve. 



are copied from the gage-height cards as they are received from the 
hydrographer, and the corresponding discharge is taken from the 
rating table shown on page 44, which is made up from the curve shown 
in fig. 7. It is assumed that this discharge is the mean discharge in 
cubic feet for that day. The mean for each month is the mean of the 
average daity discharges in cubic feet per second. The run-off per 
square mile in second-feet (cubic feet per second) is obtained by divid- 
ing the mean monthly discharge by the number of square miles of 
drainage area; being a rate of flow it is independent of the number of 
days in the month. The run-off in inches is obtained from the run-off 
per square mile by the use of the table on pages 57-60. The run-off 
in acre-feet is obtained from the mean for the month by the use of 



MURPHY, HOYT, 
AND HOLLISTER, 



I 



COMPUTATIONS. 



43 



the table on pages 52-56. The maximum and minimum are the dis- 
charges for that day on which the mean discharge is the greatest or 



1 








































> 

c 


* > 

n>ro 

ro 


n 




CD — 

-_rv> 
com 






























-t> 


< 

l\3 




COCO 

\ ro 






























5 


P 




>* 






c_ 
























OJ 


O 
ro 










<< 


























Cm 






Cn 






(5 


























13 
CO, 






o 
ro 






o 

Co 






































£ 






































<;\ 






c 

3. 
































§• 






ro 
































ro > 
■ T3 






to 
































ro 






CO 

• 
































(D 






































o 

CO 










































• 






































CD 




\ 


































CD 




\ 


































CD 

o 




\ 


v 






































\ 






































\ 








































\ 






































\ 






































> 


\ 






































\ 






































\ 








































\ 






































\ 






































iS 






































co 

en 










































































o 

CO 

























































































































least, respectively. When the daily discharge depends upon the mean 
of gage readings taken twice each da}^ the maximum or minimum 



44 HYBROGRAPHIC MANUAL, TJ. S. GEOLOGICAL SURVEY. [no. 94. 

may not show the greatest or the least amount of water that was flow- 
ing - in the river during the period covered by the records. They show 
the extreme discharges that may be considered as applicable to periods 
of twenty-four hours. 



9-210. 



Computed by F. H. B. 
Checked by L. R. S. 



i; DEPARTMENT OF THE INTERIOR. 

UNITED STATES GEOLOGICAL SURVEY. 

DIVISION OF HYDROGRAPHY. 

RATING- TABLE FOR STATION 

For Saint Mary River at International IAne. Constructed by F. H. B., from discharge 

measurements number to , as shown on accompanying blank form 

9-207, and also from soundings made at intervening dates, as follows: 



This table is applicable only from September 3, 190.2, to December 31, 1905. 



2 i 
.S? ■ 

'8 

A ! 

s> 

be 
o3 
O 


aj ■ 
bo 

o3 
A 
o 

s 


O 

a 

O 
0) 

s 


A 

•5f 
'3 
A 
a> 
be 

03 
O 


u 
03 
A 
a 

S 


o 

a 

a> 

« 
5 


A 
be 
'8 

A 

be 
03 
O 


oj 
bo 

03 
A 
o 

5 




a 

CD 
0J 

fa 
5 


A 
.$C 

'3 
A 

OJ 
be 
03 
O 


0) 

B 

03 
A 

3 


<D 



a 

0J 
!-. 
OJ 

S 


3.00 


-150 




^.00 


575 


35 


5.00 


1,510 


65 


6.00 


8,800 


ISO 


.05 


162 


12 


.05 


610 


35 


.05 


1,575 


65 


.05 


3,930 


130 


.10 


175 


13 


.10 


645 


37 


.10 


1,640 


80 


.10 


4, 060 


130 


.15 


190 


15 


.15 


682 


38 


.15 


1,720 


80 


.15 


4,190 


130 


.20 


205 


15 


.20 


720 


40 


.20 


1,800 


100 


.20 


4,320 


ISO 


.25 


222 


17 


.25 


760 


40 


.25 


1,900 


100 


.25 


4,450 


130 


.30 


239 


17 


.30 


800 


40 


.30 


2,000 


120 


.30 


4, 580 


130 


.35 


257 


18 


.35 


840 


40 


.35 


2,120 


120 


.35 


4,710 


130 


.40 


275 


20 


.40 


880 


42 


.40 


2,240 


130 


.40 


4,840 


140 


.45 


295 


20 


.45 


922 


43 


.45 


2,370 


130 


.45 


4,980 


140 


.50 


315 


22 


.50 


965 


47 


.50 


2,500 


130 


.50 


5, 120 


150 


.55 


337 


23 


.55 


1,012 


48 


.55 


2,630 


ISO 


.55 


5,270 


150 


.60 


360 


25 


.60 


1, 060 


52 


.60 


2,760 


130 


.60 


5,420 


160 


.65 


385 


25 


.65 


1,112 


53 


.65 


2,890 


130 


.65 


5,580 


160 


.70 


410 


25 


.70 


1,165 


55 


.70 


3,020 


130 


.70 






.75 


435 


25 


.75 


1,220 


55 


.75 


3,150 


130 


.75 






.80 


460 
487 


27 
28 


.80 

.85 


1,275 
1,332 


57 
58 


.80 
.85 


3,280 
3,410 
3,540 


130 
130 


.80 
.85 






.85 






.90 


515 


30 


.90 


1,390 


60 


.90 


130 


.90 






.95 


545 


30 


.95 


1,450 


60 


.95 


3,670 


130 


.95 













Remarks: Lowest discharge measurement at gage height, 3.65 feet; highest measurement 
at gage height, 7.05 feet. Curve extended above and below these points. Tangent above gage 
height, 6.60 feet, with a difference of 160 per half tenth. 



45 



Computed by R. H. B. 
Checked by L. R. S. 



"ZoSke.] COMPUTATIONS. 

9-192 DEPARTMENT OP THE INTERIOR. 

UNITED STATES GEOLOGICAL SURVEY 

DIVISION OF HYDROGRAPHY. 

Daily mean gage height and discharge in second-feet of St. Mary River, near Inter- 
national Line, Cardston, Alberta, for 1903. Drainage area, 452 sq. miles. 

Observer, L. C. Shaw. 



Day. 


January. 


February. 


March. 


April. 


May. 


June. 


A 

•SP 
'53 
A 
a> 

bo 

03 
O 


6 
» 

03 
A 
o 

s 


'53 
A 
a> 
so 

03 

o 


6 
8> 

03 
A 
o 

s 


A 
bo 
'53 
A 

0) 

bo 

03 



» 

03 
A 
o 

s 


A 
to 

'53 
A 
<D 

bo 

03 
O 


6 
bo 
u 
o3 
A 
o 

s 


A 
_bo 

'53 
A 
o 
bo 

o3 
O 


6 
» 

03 

A 
o 

s 


A 
bp 

'53 
A 

bo 
oj 

O 


03 
A 
o 

O 


1 


U. 65 
U.60 
U.50 
U.60 
U.65 


1,112 
1,060 
965 
1,060 
1,112 


u.uo 

U.SO 
U.25 
U.S5 
U.S5 


880 
800 
760 
SUO 
8U0 


U.70 
U.60 
U.6S 
U.70 
U.60 


1.165 
1,060 
1,1UU 
1, 165 
1,060 


5.70 
5.55 
5.25 
5.10 
5.00 


3,020 
2,630 
1,900 
1,6U0 

1,510 


U.UO 

u.uo 

U.U5 
U.60 
U.60 


880 

880 

922 

1,060 

1,060 


6.U5 
6.80 
7.00 
7.00 
7.05 


U.980 
6,060 
6,700 
6,700 
6,860 


2 


3 


4 


5 




6 


U.60 
U.SO 
U.50 

u.uo 

U.S5 


1,060 
SOO 
965 
SS0 
8U0 


U.50 
U.UO 
U.UO 
U.S5 
U.S5 


965 
880 
880 
8U0 
8U0 


U.50 
U.55 
U.58 
U.60 
U.50 


965 
1,012 
1,0U2 
1,060 

965 


5.00 
U.90 
U.SO 
U.85 
U.50 


1,510 
1,390 
1,275 
1,332 
965 


U.70 
U.SO 
U.85 
U.80 
U.SO 


1,165 
1,275 
1,332 
1,275 
1,275 


7.05 
7.05 
7.15 
7.00 
7.00 


6,860 
6,860 
7, ISO 
6,700 
6,700 


7 


8 


9 


10 




11 


U.20 
U.30 
U.SO 
U.U5 
U.SO 


720 
800 
800 
922 
965 


U.U5 

u.uo 

S.70 

u.uo 
u.s 


922 
880 
U10 
880 
800 


u.us 

U.S5 

U.60 
U.80 
U.80 


9U8 

SUO 

1,060 

1,275 

1,275 


U-25 
3.80 
S.60 
S.6S 
3.90 


760 
U60 
360 
375 
515 


U.SO 
U.80 
U.95 
U.90 
5.00 


1,275 
1,275 
1,U50 
1,390 
1,510 


6.90 
6.80 
6.90 
6.90 
6.85 


6,380 
6,060 
6,380 
6,380 
6,220 


12 


13 


14 , 


15 




16 


U.SO 
U.25 
U.05 
U.10 
U.00 


965 
760 
610 
6U5 
575 


U.65 
U.55 
U.60 
U.65 
U.50 


1,112 

1,012 

1,060 

1,112 

965 


5.00 
U.90 
U.70 
U.65 
U.70 


1,510 
1,390 

1, 165 
1,112 
1,165 


U.50 
U.55 
U.60 
U.50 
U.UO 


965 

1,012 

1,060 

965 

880 


5.10 
5. SO 
5. SO 
5.U0 
5.U0 


1,6U0 
2,000 
2,000 
2,2U0 
2,2U0 


6.80 
7.00 
6.95 
6.90 
6.90 


6,060 
6,700 
6,5U0 
6,380 
6,380 


17 


18 


19 


20 




21 


U.10 

u.20 

U.00 
U.25 

U.SO 


6h5 
720 
575 
760 
800 


U.55 
U.65 
U.60 
U.70 
U.6S 


1,012 
1,112 
1,060 
1,165 
1,091 


U.70 
U.60 
U.68 
U.60 
U.60 


1,165 
1,060 
1,.UU 
1,060 
1,060 


U.SO 
U.S5 
U.S5 
U.SO 
h.h5 


800 
8U0 
SUO 
800 
922 


5.U0 
5. SO 
5.U0 
5.U5 
5.U5 


2,2U0 
2,000 
2,2U0 
2,870 
2,370 


6.80 
6.70 
6.55 
6.55 
6.U0 


6,060 
5,7 UO 
5,270 
5,270 
U,8U0 


22 


23 


24 


25 




26 


U.20 

U.SO 
U.55 
U-60 
U.60 
U.50 


720 

800 

1,012 

1,060 

1,060 

965 


U.00 
U.U5 

U.70 


575 

922 

1,165 


U.70 
U.80 
U.8S 
5.70 
5.80 
5.75 


1,165 
1,275 
1,509 
3,020 
3,280 
3,150 


U.50 
U.UO 

u.uo 

U.UO 
U.S5 


965 
880 
S80 
8S0 
SUO 


5.70 
5.95 
5.75 
5.60 
5.70 
5.75 


3,020 
3,670 
3,150 
2,760 
3,020 
3,150 


6.U0 
6.U0 
6.65 
6.85 
6.70 


U,8U0 
U,8U0 
5,580 
6,220 
5,7 UO 


27 


28 


29 


30 


31 




Total 


26, 7S3 


25, 780 


Ul,066 


S3, 171 


58,13U 


'183, U80 






8R2 


921 


1.325 


1.10R 


1.875 


6. 116 ', 


Run -off in 
inches 

Run -off per 
square mile . . 

Acre-feet 




1.907 

2.198 
5S, 002 




2. 038 

2.122 
51, 150 




2.931 

3.381 

81,U71 




2.UU7 

2.728 
65, 812 


1 


U. IIS 

U.781 
15, 290 


S 


IS. 531 

15. 100 

63, 927 



46 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 

Rules for rejecting redundant figures. — In reducing the number of 
significant figures, or the number of decimal places, by dropping the 
last figure, the following rules appVy: 

(a) When the figure in the place to be rejected is less than 5, drop 
it without changing the preceding figure. Example: 1,827.4 becomes 
1,827. 

(b) When the figure in the place to be rejected is greater that 5, 
drop -it and increase the preceding figure by 1. Example: 1,827.6 
becomes 1,828. 

(c) W r hen the figure in the place to be rejected is 5, and it is preceded 
by an even figure, drop the 5. Example: 1,828.5 becomes 1,828. 

(d) When the figure in the place to be rejected is 5, and it is preceded 
by an odd figure, drop the 5 and increase the preceding odd figure by 
1. Example: 1,827.5 becomes 1,828. 

Units of measurement. — The volume flowing in a stream is usualty 
expressed in cubic feet per second, briefly expressed as "second-feet." 
A second-foot may be defined as the bod}^ of water flowing in a stream 
1 foot wide, 1 foot deep, at a rate of 1 foot per second. 

There is in common use by miners and irrigators throughout the 
West another unit called the miners' inch. It is an indefinite quantity, 
but in most States is recognized as the fiftieth part of a second-foot. 

The unit of capacity used in connection with storage is the acre-foot, 
and is equivalent to 43,560 cubic feet. It is a quantity that would 
cover an acre to a depth of 1 foot. There is a convenient relation 
between the second-foot and the acre-foot; one second-foot flowing for 
twenty-four hours will deliver 86,400 cubic feet, which equals 1.9835 
acre-feet, or, approximately 2 acre-feet. 

One million gallons is sometimes used as the unit of storage; there is 
a convenient relation between this unit and the acre-foot. One acre- 
foot equals 325,851.45 gallons, or somewhat less than one-third of a 
million gallons. 

Computation of meter measurements. — Because of the fact that 
velocity is not constant in all parts of the cross section the quantity 
flowing through each square foot of the section is not the same, and it 
is necessary to divide the cross-section area into parts and compute 
the discharge through each part separately. The total discharge is 
then the sum of the discharge through all the parts. The size of 
these component parts depends on the rapidity of change of the 
velocity and the degree of accuracy required. For convenience these 
component parts are vertical strips, bounded on two sides by soundings. 

Fig. 9 shows the cross section of the Saline River near Salina, Kans. , 
on September 30, 1903, while the discharge measurement recorded on 
page 48 was being made. The soundings were taken at each 5 feet of 
width from the initial point and the velocity was observed at 0.6 
depth below the surface in each of these verticals. 



MUKPHY, HOYT, 
AND HOLLISTER 



.] 



COMPUTATIONS. 



47 



The discharge through each 5-foot strip might be computed sep- 
arately, but the computations are shortened by finding the discharge 
through each double strip at a time. The mean depth and the mean 
velocity for the double strip of width 10 feet are found from the 
formula: 

r, _V a + 4V b + V c 



, = aj I 4b + c (1) . y , 



6 K ~" ' "' 6 

The discharge through the double strip is: 

T a +4Y b + V c 



(2) 



Q^d- m V- m 2L^( a + 4 6 b + c 2L)^ 



6 



(3) 



Formulas (1) and (2) are based on the assumption that the stream 
bed is a series of parabolic arcs, also that the horizontal velocity curves 




Fig. 9.— Cross section of Saline River at gaging station near Salina, Kans. 

are parabolic arcs, both of which assumptions are approximately true 
at good current-meter stations. 

d' m = mean depth for double strip; 

V' m = mean velocity for double strip; 

a, b, c are three consecutive depths, L feet apart; 

V a , "V b , V are observed velocities in the verticals, a, b, c; 

L = the width of a single strip; 

Q' = the discharge through double strip. 

In computing the discharge and the mean depth through a single 
strip near the stream bank or a pier the mean velocity is found from 
the formulas: 

d _a/+a 






where either V or V a and a' or a ma}>" be "0." 

Velocity is computed to two places of decimals, mean depth, area, 
and discharge to one place of decimals for streams of ordinary size; 
for small' streams with hard, smooth bottom, where the depth can be 
measured to hundredths foot, the mean depth and area should be com- 
puted to two places of decimals and the discharge to one place, 



48 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 



« 



> 









O 





ftS2 
•gt> s 

o< .■ e ' 

■£% 

g£8 

32-° 
ojo 

■h a-^ 

o » o 
•2Sc 

®3*? 
°Rft 

O -P 
. go 

3 p 1 
3 * o 

las 


Length of gage wire measured and found 

to be 35.47 feet. 
Clear. No wind. 


























Dis- 
charge 

of 
section. 


to 








to 




to 




-to 

So 




so 


—to 

to 




°0- 
■>-H 




so 
so 


o 

03 03 


"to 
to 




to 




to 

to 
to 




to 
to 




to 

4 




to 
c>6 


to* 






a 
.2 

Si 

ft° 

- a 

o 
o 


pii 

y 03 


to 








to 
to 




to 




to 
•4 




to 

SO 


so 






,p 


♦-H 




to 




to 




to 




to 

>4 




to 


?^ 






1 

03 

1 3 

ft 

1 a 

o 
a 

>> 

-t^ 

'3 
o 

"3 

> 


Mean 
velocity 

per 
second. 


to 
to 




to 
to 




to 
to 








so 

to 




to 


to 

to 
to 








to 

to 


to 

to 


§3 

to 


to 
to 


to 
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to 


to 

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to 


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SO 

to 


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to 

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Revo- 
lutions 

per 
second. 






1 








; 
















Total 
num- 
ber 
revolu- 
tions. 




us 


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SO 






to 
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to 




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Depth 
of ob- 
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to 




00 
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to 

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0) 

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to 
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2 §543 


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to 
to 







MUKPHY, HOYT, 
AND HOLLISTEK 



COMPUTATIONS. 49 



If the district hydrographer desires he can compute discharge from 
the formula given on page eighty-six of "Instructions relating to the 
work of the United States Geological Survey, May 1, 1903," namely, 

(with altered symbols); Q[ =( ~ ) LV 6 . The letters have the 

same meaning as in the formula on page 47, except that Q' is the dis- 
charge through the vertical section extending from halfway between 
a and b to halfway between h and c. 

It sometimes happens that the velocity becomes very small or "0" 
in some parts of the cross-section at a station, as in the case of the 
Salina station for the part from 95 to 102 feet from the initial point. 
This area of small or "0" velocity is sometimes neglected in computing 
the cross-sectional area and the mean velocity. Mean velocity obtained 
in this way is sometimes misleading, because it may make a section in 
which the true velocity is only 0.3 or 0.4 foot per second (a section that 
should not be used) appear to have a velocity of half a foot or more 
per second. There is danger, too, that if this low velocity area is 
neglected in computing mean velocity, no attention will be given to 
measuring those velocities, and thus an error will be introduced into 
the discharge. It has been decided to include the whole area in the 
column headed "area" in computing mean velocity. 

COMPUTATIONS OF VERTICAL-VELOCITY CURVES AND COEFFICIENTS. 

The method of making vertical-velocity-curve observations is de- 
scribed on page 20, the form for recording the observations is given on 
page 50, the velocities in column 4 are plotted as shown on page 51, 
the depth of center of meter below the surface being used as ordinates 
and velocities as abscissas. A smooth curve is drawn among them 
making a graphic adjustment of the observations. The mean abscissa 
of this curve is the mean velocity in this vertical. The depth below 
the surface of the thread of mean velocity is the ordinate which cor- 
responds to the mean abscissa or to the computed mean velocity. 

To compute the mean velocity from the vertical-velocity curve, 
divide the depth into from 5 to 10 equal parts and write the velocity 
at the center of each part in column 6, headed "velocity from curve." 
Find the sum of these and divide by the number of parts; the quotient 
is the mean velocit} T in that vertical. 

It is often more convenient, when the depth is a number of feet 
and a fraction, as 8.3 feet, to divide the depth into 8 parts of a foot 
width, and a part of 0.3 foot width. Then the velocity to enter in 
column 6 for the narrow part is 0.3 of the velocity at the center of it. 

The velocities at a point 1 foot below the surface, mid-depth, and 
bottom are read directly from the vertical-velocity curve, and recorded 
in column 8. The " coefficients for reducing to mean velocity," required 
in column 9, are obtained by dividing the mean velocity by each of the 
velocities in column 8. 
irr 94—04 i 



50 HYDROGRAPHIC MANUAL, IT. S. GEOLOGICAL SURVEY. [no. 94. 



Vertical- velocity measurement made November 2, 1903, by E. C. Murphy, meter No. 

585 feet from initial point 











Gage height 


• beginning 3.08 ft., ending 3.08 ft., 


FIELD NOTES. 


DATA FROM CURVE AND COMPUTATION. 


Depth of 
center of 
meter be- 
low sur- 
face in 
feet. 


Number 
revolu- 
tions per 
50 sec- 
onds. 


Number 
revolu- 
tions per 
second. 


Velocity 

per 
second. 


Middle of 
horizon- 
tal sec- 
tion. 


Velocity 
from 
curve. 


Point in 
vertical. 


Velocity. 


Coeffi- 
cient for 
reducing 
to mean 
velocity. 


0.5 


f 61-61 
I 61-62 


| 1.22 


2.85 


1 


2.85 


0. 6 depth. 


2.45 


1.01 


1.5 


( 59 

I 57 


| 1. 16 


2.71 


2 


2.78 


1 ft. below 
surface. 


2.82 


0.88 


2.5 


( 58 
I 61 


| 1.19 


2.79 


3 


2.72 


Bottom. 


1.40 


1.77 


3.5 


( 54 
I 55 


| 1.09 


2.58 


4 


2.62 


Mid depth. 


2.57 


0.96 


4.5 


( 57 
1 54 


},» 


2.60 


5 


2.50 








5.5 


/ 45 
I 51 


| .96 


2.25 


6 


2.35 


Depth of \ 4- 5it > 
mean ve- I 56 per cent 
locity= [ ofdepth- 

Computed by Brundage. 
Checked by Marsh. 


6.5 


( 44 
I 48 


| .92 


2.16 


7 


2.16 


7.5 


< 38 
\ 39 


\ .77 


1.82 


8 


1.82 


8.0 








9 












10 












Total.. 


19.80 










Mean . 


2.48 










Fall of river, feet per mile. 










Eemarks. — (Wind conditions. Character 
of stream bed. Roughness under surface of 
ice, etc.) 











MURPHY, HOYT, 
AND HOLLISTEE. 



COMPUTATIONS. 



51 



338, on Susquehanna River, at Harrisburg, State of Pennsylvania. Measurements at 
for soundings. Depth 8 ft. 

mean S.OS ft. Channel open. Thickness of ice, ft. 

















































































































































































































































































































































































































































' 









































































/ 














2 












3 












































































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Fig. 10.— Vertical-velocity curve. 



52 HVDKOGKAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 



TABLES. 



TABLES FOR COMPUTATION OF RUN-OFF. 



Table for converting second-feet into acre-feet per day. 



Days. 



1 
2 
3 

4 
5 
6 
7 
8 
9 
10 
11 
12 
13 
14 
15 
16 
17 
18 
19 
20 
21 
22 
23 
24 
25 
26 
27 
28 
29 
30 
31 



Second-feet. 



Acre-ft. 
1.98 
3.97 
5.95 
7.93 
9.92 
11.90 
13.88 
15.87 
17.85 
19.83 
21.82 
23.80 
25.79 
27.77 
29.75 
31.74 
33.72 
35. 70 
37. 69 
39.67 
41.65 
43.64 
45. 62 
47.60 
49. 59 
51. 57 
53.55 
55.54 
57. 52 
59.50 
61.49 



Acre-ft. 

3.97 

7.93 

11.90 

15.87 

19.83 

23.80 

27.77 

31.74 

35.70 

39.67 

43. 64 

47.60 

51.57 

55.54 

59.50 

63.47 

67.44 

71.40 

75. 37 

79.34 

83.31 

87.27 

91.24 

95.21 

99.17 

103. 14 

107. 11 

111.07 

115.04 

119. 01 

122. 98 



3. 



Acre-ft. 

5.95 

11.90 

17.85 

23.80 

29.75 

35.70 

41.65 

47.60 

53.55 

59.50 

65.45 

71.40 

77. 35 

83.31 

89.26 

95. 21 

101. 16 

107. 11 

113.06 

119. 01 

124. 96 

130. 91 

136. 86 

142. 81 

148. 76 

154. 71 

160. 66 

166. 61 

172. 56 

178. 51 

184. 46 



4. 



Acre-ft. 
7.93 
15.87 
23.80 
31.74 
39.67 
47.60 
55.54 
63.47 
71.40 
79.34 
87.27 
95.21 

103. 14 
111.07 
119.01 

126. 94 
134. 88 
142. 81 
150.74 
158. 68 
166. 61 
174. 55 
182.48 
190. 41 
198. 35 
206. 28 
214. 21 

222. 15 
230. 08 
238. 02 

245. 95 



Acre-ft. 
9.92 
19.83 
29. 75 
39.67 
49.59 
59.50 
69.42 
79.34 
89. 26 
99.17 

109. 09 

119. 01 
128. 93 

138. 84 
148. 76 

158. 68 
168. 59 
178. 51 

188. 43 
198. 35 
208. 26 
218. 18 

228. 10 

238. 02 
247. 93 

257. 85 
267. 77 

277. 69 
287.60 

■ 297.52 

307. 44 



6. 


7. 


8. 


Acre-ft. 


Acre-ft. 


Acre-ft. 


11.90 


13.88 


15.87 


23.80 


27.77 


31.74 


35.70 


41.65 


47.60 


47.60 


55.54 


63.47 


59. 50 


69.42 


79.34 


71.40 


88.31 


95. 21 


83.31 


97.19 


111. 07 


95.21 


111.07 


126. 94 


107. 11 


124. 96 


142. 81 


119. 01 


138. 84 


158. 68 


130. 91 


152. 73 


174. 55 


142. 81 


166. 61 


190.41 


154. 71 


180. 50 


206. 28 


166. 61 


194. 38 


222. 15 


178. 51 


208. 26 


238. 02 


190.41 


222. 15 


253. 88 


202. 31 


236.03 


269. 75 


214. 21 


249. 92 


285.62 


226. 12 


263. 80 


301. 49 


238. 02 


277. 69 


317. 36 


249. 92 


291. 57 


333. 22 


261.82 


305. 45 


349. 09 


273. 72 


§19.34 


364.96 


285. 62 


333. 22 


380. 82 


297. 52 


347. 11 


396. 69 


309.42 


360.99 


412. 56 


321. 32 


374. 88 


428.43 


333. 22 


388. 76 


444.30 


345. 12 


402. 64 . 


460. 17 


357. 02 


416. 53 


476.03 


368.93 


430. 41 


491. 90 



Acre-ft. 
17.85 
35.70 
53.55 
71.40 
89.26 
107. 11 
124. 96 
142.81 
160. 66 
178. 51 
196. 36 
214. 21 
232.07 
249. 92 
267. 77 
285. 62 
303.47 
321.32 
339. 17 
357.02 
874.88 
§92. 73 
410. 58 
428.43 
446.28 
464.13 
481. 98 
499. 83 
517. 68 
535.54 
553. 39 



As the months are of varying length it is necessary to use three or 
four factors to convert the average discharge for the month in second- 
feet into the total in acre-feet. One second-foot flowing for twentj'- 
four hours is equivalent to 86,400 cubic feet. Since there are 43,560 
square feet in an acre there will be the same number of cubic feet in 
an acre-foot. Dividing, it is found that 1 second-foot for twenty-four 
hours very nearly equals 2 acre-feet, or, in exact figures, 1.983471 acre- 
feet. This multiplied by the number of days in the month will give 
the total monthly discharge in acre-feet. This quantity, therefore, 
must be multiplied by 28 for the month of February, or 29 for that 
month in leap year, and by 30 or 31 for the other months. 



MURPHY, HOYT, "1 T A TiT T?<3 ^3 

AND HOLLISTER.J lABliJib. OO 

For the month of February when it has 28 days the factor to be 
used is 55.537188. For convenience in computation this factor multi- 
plied from 1 to 9 is given in the following table: 

1 55.53719 

2 111. 07438 

3 . '. 166. 61156 

4 222. 14875 

5 . . 277. 68594 

6 - 333. 22313 

7 -" 388. 76032 

8 - 444.29750 

9 499. 83469 

When February has 29 days the factor to be used is 57.520659. This 
when multiplied from 1 to 9 gives the following: 

1 57. 52066 

2 115.04132 

3 172.56198 

4 230. 08264 

5 287.60330 

6 : 345. 12395 

7 402.64461 

8 460.16527 

9 517.68593 

For the months containing 30 daj^s, viz, April, June, September, 
and November, the factor to be used is 59.504130. This, when mul- 
tiplied by the unit figures, gives the following results: 

1 59.50413 

2 119.00826 

3 178.51239 

4 238.01652 

5 297. 52065 

6... 357.02478 

7 416.52891. 

8 476.03304 

9 535.53717 

For the months containing 31 days, viz, January, March, May, 
July, August, October, and December, the factor to be used is 
61.487601. This, when multiplied by the unit figures, gives the follow- 
ing results: 

1 61.48760 

2 122.97520 

3. 184.46280 

4 245.95040 

5 307.43800 

6 368.92561 

7 430.41321 

8 491.90081 

9 553.38841 



54 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 





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33 


cc 


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i— 1 


or: 


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01 


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01 


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rH 


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t^ 


01 


t^ 


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X 


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00 






1^ 


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oo 


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01 


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X 


co 


o 


CM 






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10 


o 


X 


rH 


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h- 


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1—1 


CM 


co 


r* 


IC 


X 



MURPHY, HOYT, 
AND HOLLISTEE. 



TABLES. 



55 



07 


os 


IC 


IN 


■TO 


CO 


-f 


lO 


i— 1 


10 


lO 


t~ 


-f 


OS 


-+ 


OS 


-V 


r-t 


o: 


SO 


ta 


i-H 


CO 


<N 










-f 


Id 


>C 


so 


i— i 


00 


-r 


i—i 


i— i 


i— 1 


IN 


co 


CO 


00 


c 


IN 


CD 


,_; 


r^ 


CM 


00 


CO 


eo 


i—l 


<tf 


CO 


co 


CM 










■* 


lO 


IC 


so 


rH 


(^ 


-« 


o 


~ 


03 


c 


rH 


o 


01 


10 


t~ 


OS 


<tf 


OS 


■* 


(N 


o 


r- 


IC 


-V 


o 


iC 


l-H 










-* 


IC 


IC 


so 


o 


t^ 


CO 


O 


1^ 


r— 


V 


OS 


in 


t- 


J: 


l-H 


,_J 


-.o 


pH 


t~ 


r^ 


~-f 


Ol 


OS 


TO 


os 


iC 


o 










-H 


-* 


iC 


SO 


os 


so 


CO 


OS 


-v 


IC 


CO 


SO 


o 


01 


-* 


SO 


■* 


rr. 


-h 


OS 


i—i 


1 


CO 


co 


co 


ou 


<* 


o 










-v 


■* 


IC 


so 


OS 


IC 


01 


00 


Ol 


CO 


-f 


■* 


*C 


I~ 


os 


l-H 


50 


I—I 


CO 


IN 


ira 


CO 




00 


CN 


X 


"* 


OS 










-H 


-v 


iC 


tc 


X 


IC 


1— 1 


00 


o 


— 


01 


<N 


o 


Ol 


■* 


SO 


CI 


Th 


03 


■* 


os 


1- 


-p 


CM 


i—i 


1- 


CO 


OS 










■* 


^* 


iC 


IC 


t^ 


-H* 


1— 1 


t^ 


on 


os 


c 


o 


■<* 


SO 


os 


l-H . 


r- 1 


so 


1— 1 


t~ 


-h 


i—i 


03 


SO 


i—i 


t^ 


CN 


00 










<* 


-v 


kC 


IC 


r~ 


CO 


— 


so 


CO 


r- 


an 


oo 


— 


i—i 


CO 


lO 


CO 


os 


-r 


OS 


-/; 


lO 


CO 


o 


O 


SO 


01 


00 










•«* 


•* 


ia 


IC 


so 


CO 


OS 


so 


■* 


iC 


10 


so 


-* 


SO 


X 


o 


-.0 


rH 


'CO 


CM 


(N 


o 


l~ 


IC 


o 


so 


1— 1 


t^ 










<tf 


■* 


i0 


IC 


t>^ 


oo 


os 


d 

l-H 



^ 



s 



«. 





1^ 


CO 


o 




IN 


TT 


IC 


SO 


r 


T. 


o 




co 


t^ 


CI 


c: 


O 


■^ 


/ 


IN 


so 


~ 


IC 




IC 


IC 


so 


co 


1- 


t^ 


t^ 


00 


X 


OS 


OS 


O 


1Q 


o 


>o 


- 


VC 


o 


IC 


o 


lO 


o 


IC 




CO 


TO 


01 


01 




^ 


o 


'_' 


... 


.-. 


00 




lO 


i-H 


J^ 


CO 


OS 


IC 


i-H 


t^ 


1 


00 


-* 






i-H 


i-H 


IN 


(N 


co 


T* 


■^ 


\a 


IC 


so 




co 


■HH 


so 


1^- 


X 


o 


r-t 


01 


TO 


IC 


so 




CO 


1^- 


^H 


1C 


os 


-v 


1 


01 


CO 


o 


rt< 




o 


o 


iH 


i-H 


i-H 


<N 


01 


TT 


TO 


-r 


■* 




SO 


l-H 


CO 


l— 1 


SO 


i-H 


SO 


l-H 


:r 


rH 


so 




t^ 


h^. 


CO 


CO 


IC 


»o 


-f 


■* 


TO 


eo 


IN 




-tf 


O 


CO 


01 


X 


Tt< 


o 


CO 


01 


X 


"* 






r-H 


i-H 


<N 


<N 


CO 


^ 


Th 


IC 


IC 


SO 




OS 


O 


(N 


co 


-v 


lO 


1^ 


00 


os 


rH 


IN 




IN 


t~ 


i-H 


'0 


OS 


TO 


r^ 


i-H 


i<T 


O 


Tt< 




IC 


IC 


SO 


CO 


co- 


t^ 


t^ 


oo 


oo 


J". 


OS 




so 


l-H 


CO 


i-H 


co 


i-H 


CO 


i-H 


so 


,_l 


SO 






r-H 


c 


- 


03 


OS 


'/ 


V 


t^ 


1^ 


SO 




-* 


o 


» 


Ol 


l- 


CO 


os 


*a 


t-H 


t^ 


CO 






T-i 


i-H 


<N 


<N 


co 


CO 


■& 


IC 


IC 


so 




lO 


CO 


1^ 


os 


C 


r-t 


IN 


tH 


1.C 


CO 


00 




IN 


so 


c 


-H- 


OS 


CO 


r^ 


i-H 


lO 


... 


CO 




o 


c: 


iH 


rH 


rH 


IN 


(N 


co 


CO 


TO 


Tt< 




t^ 


01 


t^ 


(N 


h- 


01 


1- 


01 


t^ 


IN 


t^ 




iC 


lO 


-f 


■* 


oo 


co 


Ol 


01 


l-H 




o 




CO 


OS 


»o 


i-H 


t^ 


co 


OS 


IC 


i-H 


t^ 


eo 








rH 


(N 


IN 


eo 


eo 


■* 


IC 


IC 


SO 




l-H 


IN 


CO 


^* 


so 


n- 


00 


o 


i-H 


IN 


rr 




IN 


SO 


— 


-(■ 


-/ 


01 


sc 


i-H 


IC 


os 


CO 




ia 


»C 


SO 


CO 


SO 


t~ 


I- 


oo 


GO 


00 


OS 




t^~ 


01 


1^- 


01 


r^ 


IN 


1^ 


01 


r^ 


IN 


t^ 




OS 


os 


00 


30 


r^ 


t^ 


-.r 


CO 


iC 


10 


■>* 




(N 


X 


•* 


o 


CO 


CM 


X 


"tf 


CT' 


CO 


IN 








iH 


(N 


01 


co 


co 


^ 


IC 


IC 


so 




so 


oo 


03 


O 


01 


co 


-* 


CO 


r^ 


00 


O 






»o 


-jr. 


-t 


-/ 


01 


:r 


.' 


-r 


-/ 


CO 




O 


o 


O 


i— 1 


i-H 


IN 


01 


TO 


CO 


eo 


•* 




CO 


CO 


X 


CO 


00 


co 


00 


eo 


00 


eo 


00 




co 


CO 


(N 


(N 


r-H 




- 


— 


OS 


~ 


OO 




IN 


X 


-t 


o 


CO 


CM 


J. 


•+ 


os 


IC 


l-H 








i-H 


(N 


<N 


co 


co 


■* 


•* 


\a 


so 




(N 


"* 


IC 


CO' 


00 


OS 


o 


i-H 


eo 


^* 


IC 




l-H 


lO 


03 


TO 


r^- 


l-H 


-," 


- 


-i- 


00 


IN 




ia 


IC 


IC 


CO 


SO 


t^ 


t^ 


X 


00 


oo 


OS 




00 


co 


X 


co 


X 


CO 


00 


eo 


00 


CO 


00 




t^ 


t-~ 


co- 


SO 


10 


IC 


-r 


-t 


T? 


TC 


IN 




rH 


t^ 


co 


~ 


IC 


r-i 


t~ 


co 


OS 


IC 


'—> 








i-H 


i-H 


<N 


CO 


co 


•* 


•"tf 


>c 


SO 




00 


o 


^ 


<N 


CO 


IC 


so 


t^ 


OS 


o 


i-H 




o 


IC 


33 


TO 


r^ 


— 


IC 


OS 


TT 


V 


IN 




o 


=> 


co 


i-H 


r-* 


IN 


01 


01 


eo 


co 


■* 




OS 


•>* 


os 


t 


03 


-t- 


os 


-1- 


03 


■* 


OS 




i-H 


i-H 


■-.5 


— 


OS 


os 


/ 


Of) 


h- 


i^ 


SO 




i-H 


t^ 


co 


OS 


-1- 


o 


so 


IN 


X 


-t- 


O 








l-H 


7-1 


(N 


co 


CO 


-* 


■* 


1C 


so 




TjH 


W7> 


r^ 


00 


os 


rH 


<N 


co 


-* 


so 


t^ 




O 


-1- 


00 


(N 


SO 




IC 


OS 


CO 


r^ 


7-t 




lO 


IC 


IC 


CO 


CO 


J^ 


t^. 


t> 


oo 


00 


OS 




OS 


-t 


OS 


■* 


os 


■* 


os 


•* 


os 


Th 


OS 




ic 


lO 


-v 


-* 


co 


TO 


IN 


01 


rH 


J-i 


O 






CO' 


(N 


X 


-v 


o 


SO 


01 


oo 


■* 


o 








i-H 


rH 


IN 


co 


co 


-* 


-* 


IC 


so 






i-H 


eo 


•<* 


IC 


CO 


oo 


os 


o 


<N 


CO 






•^ 


/ 


(N 


'SO 


o 


-+ 


-/ 


CO 


!~ 


l-H 






o 


o 


i-H 


r-i 


IN 


<N 


CN 


eo 


eo 


M< 






tC 


o 


IC 


C 


UT) 


o 


lO 


— 


IC 


o 






os 


os 


30 


/ 


1^ 


1~ 


SO 


CO 


lO 


IC 






IC 


l-H 


t^ 


co 


OS 


IC 


i-H 


t^ 


CO 


OS 








i-H 


^ 


<N 


IN 


eo 


-* 


-* 


IC 


IC 




d 


i-H 


IN 


CO 


■*' 


IC 


so 


t^ 


00 


OS 


d 

rH 



56 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 





CO 


■* 


© 


CO 


01 


oo 


"tf 


© 


© 


CN 


CO 




CO 


CO 


-t 


rH 


CC 


© 


-p 


01 


cc 


t^ 


■* 




co 


01 


i— 1 


© 


X 


i- 


n 


IO 


cc 


CN 


r-l 


crc 


CO 


or 


CO 


00 


CX( 


i^ 


CX| 


r-~ 


oq 


r» 


CN 




. IO 


co 


CO 


cc 


rH 


01 


■* 


IC 


h- 


00 


© 




IO 


_i— i 


1>- 


CO 


© 


© 


CX| 


00 


-H 


© 


t^ 






i— i 


1— 1 


CXI 


co 


CO 


■"* 


H^ 


IO 


© 


© 




1—1 


i^ 


co 


cc 


1C 


1—1 


t^ 


CO 


© 


in 


i— 1 




o 


I-- 


IO 


01 


© 


Of) 


IO 


CO 


© 


an 


© 




© 


t~ 


CO 


IO 


-h 


CXI 


1-1 


© 


a 


t- 


© 




1—1 


© 


,_5 


CO 


,_5 


© 


,_; 


© 


o 


1C 


© 




© 


c ; 


CN 


co 


iO 


© 


on 


© 




Ol 


HH 




-* 


i—i 


t^ 


co 


as. 


IO 


rH 


i- 


-i< 


© 


© 






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MURPHY, HOYT, "1 T A TJT TTQ ^7 

AND HOLLISTEK.J X A-D-Li-fcC. O » 

The depth of run-off over the drainage basin is usually computed 
in inches for convenience of comparison with the depth of rainfall, 
which is almost invariably given in that unit. This depth can most 
conveniently be computed from the run-off per square mile by com- 
putation based upon the number of days in each month and the 
relation between the rate of flow and the depth in inches for this quan- 
tity were it held during the given number of days. One second-foot 
for twenty-four hours is equivalent to 86,400 cubic feet in one day. 
In other words, 1 cubic foot per second run-off from 1 square mile 
would, if held upon this area, cover it to a depth represented by 
dividing 86,400 by the number of square feet in a mile, 27,878,400, or 
5,280 squared. Completing this division, it is found that 1 second- 
foot for one day is equivalent to a body of water covering 1 square 
mile 0.003099174 feet, or 0.037190088 inch. Multiplying this by the 
number of days in a month gives the following factors: 

28 days 1. 041322528 

29 days 1. 078512604 

30 days 1. 115702680 

31 days 1.152892756 



58 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 



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MURPHY, HOYT, 
AND HOLLISTER.J 



TABLES. 



59 



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60 HYDROGRAPHIC MANUAL, TJ. S. GEOLOGICAL SURVEY. Lno. 94. 



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MURPHY, HOYT, 
AND HOLLISTEK 



.] 



TABLES. 



61 



MISCELLANEOUS TABLES. 



Cubic feet into gallons. 

1 728 
1 cubic foot=l, 728 cubic inches=-^oj~gallons=7.4805194 gallons 



[In gallons. 



1 cubic foot 7. 4805194 

2 cubic feet 14. 9610388 

3 cubic feet 22. 4415582 

4 cubic feet 29. 9220776 

5 cubic feet 37. 4025970 



6 cubic feet. 

7 cubic feet. 

8 cubic feet. 

9 cubic feet. 



44. 8831164 
52. 3636358 
59. 8441552 
67. 3246746 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 




1 




7.48 
82. 28 


14.96 

89.77 


22.44 
97.25 


29.92 
104. 73 


37.40 
112.21 


44.88 
119. 69 


52.36 
127. 17 


59. 84 
134. 65 


67.32 
142.13 


74.81 


2 


149. 61 


157. 09 


164. 57 


172. 05 


179.53 


187. 01 


194.49 


201. 97 


209. 45 


216. 94 


3 


224.42 


231. 90 


239. 38 


246. 86 


254.34 


261. 82 


269. 30 


276. 78 


284. 26 


291. 74 


4 


299. 22 


306. 70 


314. 18 


321. 66 


329. 14 


336. 62 


344. 10 


351. 58 


359. 06 


366. 55 


5 


374. 03 


381. 51 


388.99 


396. 47 


403. 95 


411. 43 


418. 91 


426.39 


433.87 


441.35 


6 


448. 83 


456. 31 


463. 79 


471. 27 


478. 75 


486. 23 


493. 71 


501.19 


508. 68 


516. 16 


7 


523. 64 


531. 12 


538. 60 


546. 08 


553. 56 


561.04 


568. 52 


576.00 


583.48 


590. 96 


8 


598.44 


605. 92 


613. 40 


620. 88 


628. 36 


635. 84 


643.32 


650. 81 


658. 29 


665. 77 


9 


673.25 


680. 73 


688. 21 


695. 69 


703. 17 


710. 65 


718. 13 


725. 61 


733. 09 


740. 57 



Gallons into cubic feet. 

231 
1 United States liquid gallon=231 cubic incbes=^p-cubic foot=0.133680555 cubic feet 

[In cubic feet.] 



1 gallon 0. 13368055 

2 gallons 26736110 

3 gallons 40104165 

4 gallons 53472220 

5 gallons 66840275 



6 gallons 0. 80208330 

7 gallons 93576385 

8 gallons 1. 06944440 

9 gallons '. 1. 20312495 





0. 


1. 


2, 


S. 


4. 


5. 


6. 


7. 


8. 


9. 







0. 1337 


0. 2674 


0.4010 


0. 5347 


0. 6684 


0.8021 


0. 9358 


1. 0694 


1. 2031 


1 


1. 3368 


1.4705 


1.6042 


1.7378 


1. 8715 


2. 0052 


2. 1389 


2. 2726 


2. 4062 


2. 5399 


2 


2. 6736 


2.8073 


2. 9410 


3. 0746 


3. 2083 


3.3420 


3.4757 


3. 6094 


3. 7430 


3. 8767 


3 


4.0104 


4.1441 


4. 2778 


4. 4114 


4. 5451 


4.6788 


4.8125 


4. 9462 


5.0799 


5.2135 


4 


5. 3472 


5. 4809 


5. 6146 


5. 7483 


5. 8819 


6. 0156 


6. 1493 


6. 2830 


6.4167 


6. 5503 


5 


6.6840 


6. 8177 


6. 9514 


7. 0851 


7.2187 


7. 3524 


7.4861 


7. 6198 


7.7535 


7. 8872 


6 


8. 0208 


8.1545 


8. 2882 


8. 4219 


8. 5556 


8. 6892 


8.8229 


8. 9566 


9. 0901 


9.2240 


7 


9. 3576 


9. 4913 


9. 6250 


9.7587 


9. 8924 


10. 0260 


10. 1597 


10. 2934 


10. 4271 


10. 5608 


8 


10.6944 


10. 8281 


10. 9618 


11. 0955 


11. 2292 


11. 3628 


11.4965 


11. 6302 


11. 7639 


11.8976 


9 


12. 0312 


12. 1649 


12. 2986 


12.4323 


12. 5660 


12. 6996 


12. 8333 


12. 9670 


13. 1007 


13. 2344 



62 HYDROGRAPHIC MANUAL, IT. S. GEOLOGICAL SURVEY. [no. 94. 



Feet per second into miles per hour. 

1 foot per second=3,600 feet per hour=-?^5? or — miles per hour=0.681828. 

5,280 22 * 

[In miles per hour.] 



1 foot per second 0.68182 

2 feet per second 1.36364 

3 feet per second 2. 04545 

4 feet per second 2.72727 

5 feet per second 3.40909 

(See Smithsonian Meteorological Tables, No. 52.) 



6 feet per second 4. 09091 

7 feet per second 4. 77273 

8 feet per second 5. 45455 

7 feet per second 6.13636 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 




1 




0. 6818 
7.5000 


1. 3636 
8. 1818 


2. 0455 
8. 8637 


2. 7273 
9.5455 


3. 4091 
10. 2273 


4. 0909 
10. 9091 


4. 7727 
11. 5909 


5.4546 
12. 2728 


6.1364 
12. 9546 


6. 8182 


2 


13. 6364 


14. 3182 


15. 0000 


15. 6819 


16. 3637 


17. 0455 


17. 7273 


18. 4091 


19. 0910 


19. 7728 


3 


20. 4546 


21. 1364 


21. 8182 


22. 5001 


23. 1819 


23. 8637 


24. 5455 


25. 2273 


25. 9092 


26. 5910 


4 


27. 2728 


27. 9546 


28. 6364 


29. 3183 


30. 0001 


30. 6819 


31. 3637 


32. 0455 


32. 7274 


33. 4092 


5 


34. 0910 


34. 7728 


35. 4546 


36. 1365 


36. 8183 


37. 5001 


38.1819 


38. 8637 


39. 5456 


40. 2274 


6 


40. 9092 


41. 5910 


42. 2728 


42. 9547 


43. 6365 


44. 3183 


45. 0001 


45. 6819 


46. 3638 


47. 0456 


7 


47. 7274 


48. 4092 


49. 0910 


49. 7729 


50. 4547 


51. 1365 


51. 8183 


52. 5001 


53. 1820 


53. 8638 


S 


54. 5456 


55.2274 


55. 9092 


56. 5911 


57. 2729 


57. 9547 


58. 6365 


59. 3183 


60. 0002 


60. 6820 


9 


61. 3638 


62. 0456 


62. 7274 


63. 4093 


64. 0911 


64. 7729 


65. 4547 


66. 1365 


66. 8184 


67. 5002 



1 mile 



Miles per hour into feet per second. 

per hour=5,280 feet per hour=§^? or — feet per second=1.46667. 
* 3,600 15 

[In feet per second.] 



1 mile per hour 1. 46667 

2 miles per hour 2.93333 

3 miles per hour 4. 40000 

4 miles per hour 5. 86667 

5 miles per hour 7. 33333 

(See Smithsonian Meteorological Tables, No 51.) 



6 miles per hour 8. 80000 

7 miles per hour 10.26667 

8 miles per hour 11.73333 

9 miles per hour 13.20000 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 




1 




1.4667 
16. 1333 


2. 9333 
17. 6000 


4. 4000 
19. 0667 


5. 8667 
20. 5333 


7. 3333 
22. 0000 


8. 8000 
23. 4667 


10. 2667 
24. 9333 


11. 7333 

26. 4000 


13. 2000 
27.8667 


14. 6667 


2 


29. 3333 


30. 8000 


32. 2667 


33. 7333 


35. 2000 


36. 6667 


38. 1333 


39. 6000 


41. 0667 


42.5333 


3 


44.0000 


45. 4667 


46. 9333 


48. 4000 


, 49. 8667 


51. 3333 


52. 8000 


54. 2667 


55. 7333 


57. 2000 


4 


58. 6667 


60. 1333 


61. 6000 


63. 0667 


64.5333 


66. 0000 


67. 4667 


68. 9333 


70. 4000 


71.8667 


5 


73. 3333 


74. 8000 


76. 2667 


77. 7333 


79. 2000 


80. 6667 


82. 1333 


83. 6000 


85. 0667 


86. 5333 


6 


88. 0000 


89. 4667 


90. 9333 


92. 4000 


93. 8667 


95. 3333 


96. 8000 


98. 2667 


99. 7333 


101. 2000 


7 


102. 6667 


104. 1333 


105. 6000 


107. 0667 


108. 5333 


110. 0000 


111. 4667 


112. 9333 


114. 4000 


115. 8667 


8 


117. 3333 


118. 8000 


120. 2667 


121. 7333 


123. 2000 


124. 6667 


126. 1333 


127. 6000 


129. 0667 


130. 5333 


9 


132. 0000 


133. 4667 


134. 9333 


136.4000 


137. 8667 


139. 3333 


140. 8000 


142.2667 


143. 7333 


145. 2000 



MURPHY, HOYT, 
AND HOLLISTEE. 



TABLES. 



63 



Second-feet per day into millions of gallons. 
1 second-foot, or 7.4805194 gallons per second for 1 day, or 86,400 seconds=646, 316.87616 gallons. 

[In gallons.] 



1 second-foot for 24 hours 646, 316. 87 

2 second-feet for 24 hours 1, 292, 633. 75 

3 second-feet for 24 hours 1, 938, 950. 63 

4 second-feet for 24 hours 2, 585, 267. 50 

5 second-feet for 24 hours 3, 231, 584. 38 



6 second-feet for 24 hours 3, 877, 901. 26 

7 second-feet for 24 hours 4, 524, 218. 13 

8 second-feet for 24 hours 5, 170, 535. 01 

9 second-feet for 24 hours 5, 816, 851. 88 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 




1 




0. 6463 
7.109*5 


1. 2926 
7.7558 


1.9390 

8. 4021 


2. 5853 
9.0484 


3.2316 
9. 6948 


3.8779 
10.3411 


4. 5242 
10. 9874 


5. 1705 
11. 6337 


5. 8169 
12. 2800 


6.4632 


2 


12. 9263 


13. 5726 


14. 2190 


14. 8653 


15. 5116 


16. 1579 


16. 8042 


17. 4506 


18. 0969 


18. 7432 


3 


19.3895 


20. 0358 


20. 6821 


21. 3285 


21. 9748 


22. 6211 


23. 2674 


23. 9137 


24. 5600 


25.2084 


4 


25.8527 


26. 4990 


27. 1453 


27. 7916 


28. 4379 


29. 0843 


29. 7306 


30. 3769 


31. 0232 


31. 6695 


5 


32. 3158 


32. 9622 


33. 6085 


34. 2548 


34. 9011 


35. 5474 


36. 1937 


36. 8401 


37. 4864 


38. 1327 


6 


38. 7790 


39. 4253 


40. 0716 


40. 7180 


41. 3643 


42. 0106 


42. 6569 


43. 3032 


43. 9495 


44. 5959 


7 


45. 2422 


45. 8885 


46. 5348 


47.1811 


47. 8274 


48. 4738 


49. 1201 


49. 7664 


50.4127 


51. 0590 


8 


51. 7054 


52. 3517 


52. 9980 


53. 6443 


54. 2906 


54. 9369 


55. 5833 


56. 2296 


56.8759 


57. 5222 


9 


58. 1685 


58. 8148 


59.4612 


60. 1075 


60. 7538 


61.4001 


62. 0464 


62. 6927 


63. 3391 


63. 9854 



Millimis of gallons into second-feet per day. 

1 million gallons per 24 hours= 231 ' 000 ' 000 cubic feet per second, or 1.5472286 second-feet. 
5 F 1728x86400 F 

[In second-feet per 24 hours. J 



1 million gallons 1. 5472286 

2 million gallons 3. 0944572 

3 million gallons .' 4. 6416858 

4 million gallons 6. 1889144 

5 million gallons 7. 7361430 



6 million gallons 9. 2833716 

7 million gallons 10. 8306002 

8 million gallons 12. 3778288 

9 million gallons 13. 9250574 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 




1 




1.5472 
17. 0195 


3. 0945 

18. 5667 


4. 6417 
20.1140 


6. 1889 
21. 6612 


7.7361 
23. 2084 


9. 2834 
24. 7556 


10. 8306 
26. 3029 


12. 3778 
27. 8501 


13. 9251 
29. 3973 


15.4723 


2 


30. 9446 


32. 4918 


34. 0390 


35. 5862 


37. 1335 


38. 6807 


40. 2279 


41. 7752 


43. 3224 


44. 8696 


3 


46. 4169 


47. 9641 


49. 5113 


51. 0585 


52. 6058 


54. 1530 


55. 7002 


57. 2474 


58. 7947 


60. 3419 


4 


61. 8891 


63. 4364 


64. 9836 


66. 5308 


68. 0781 


69. 6253 


71.1725 


72. 7197 


74.2670 


75. 8142 


5 


77. 3614 


78. 9087 


80.4559 


82. 0031 


83. 5503 


85. 0976 


86. 6448 


88. 1920 


89. 7393 


91. 2865 


6 


92. 8337 


94. 3809 


95. 9282 


97. 4754 


99. 0226 


100. 5699 


102. 1171 


103. 6643 


105.2115 


106. 7588 


7 


108. 3060 


109. 8532 


111. 4005 


112. 9477 


114. 4949 


116. 0421 


117. 5894 


119. 1366 


120. 6838 


122.2311 


8 


123. 7783 


125. 3255 


126. 8727 


128. 4200 


129. 9672 


131. 5144 


133. 0617 


134. 6089 


136. 1561 


137.7033 


9 


139.2506 


140.7978 


142. 3450 


143. 8923 


145. 4395 


146. 9867 


148. 5339 


150. 0812 


151. 6284 


153. 1756 



64 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 



Second-feet per day into acre-feet. 



1 second-foot flow for one day^ 



=86,400 cubic feet= 86 ' 400 , or 1.983471 acre-feet. 
43,560 

[In acre-feet.] 



1 second-foot for 24 hours 1. 98347 

2 second-feet for 24 hours 3. 96694 

3 second-feet for 24 hours 5. 95041 

4 second-feet for 24 hours 7. 93388 

5 second-feet for 24 hours 9. 91735 



6 second-feet for 24 hours 11. 90083 

7 second-feet for 24 hours 13. 88430 

8 second-feet for 24 hours 15. 86777 

9 second-feet for 24 hours 17. 85124 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 




1 




1.983 
21. 818 


3.967 
23. 802 


5.950 
25. 785 


7.934 
27. 769 


9.917 
29. 752 


11. 901 
31. 736 


13. 884 
33. 719 


15. 868 
35. 702 


17.851 
37. 686 


19. 835 


2 


39. 669 


41. 653 


43. 636 


45. 620 


47. 603 


49. 587 


51. 570 


53. 554 


55.537 


57. 521 


3 


59. 504 


61.488 


63. 471 


65.455 


67. 438 


69. 421 


71.405 


73. 388 


75. 372 


77. 355 


4 


79. 339 


81. 322 


83. 306 


85. 289 


87. 273 


89. 256 


91. 240 


93. 223 


95. 207 


97. 190 


5 


99. 174 


101. 157 


103. 140 


105. 124 


107. 107 


109. 091 


111. 074 


113. 058 


115. 041 


117. 025 


6 


119. 008 


120. 992 


122. 975 


124. 959 


126. 942 


128. 926 


130. 909 


132. 892 


134. 876 


136. 859 


7 


138. 843 


140. 826 


142. 810 


144. 793 


146. 777 


148. 760 


150. 744 


152. 728 


154. 711 


156. "94 


8 


158. 678 


160. 661 


162. 645 


164. 628 


166. 611 


168. 595 


170. 578 


172. 562 


174. 545 


176. 629 


9 


178.512 


180. 496 


182. 479 


184. 463 


186.446 


188. 430 


190. 413 


192. 397 


194. 380 


196. 364 



Acre-feet into second-feet flow for 24 hours. 

1 acre-foot each 24 hours=43,560 cubic feet each 86,400 seconds = ',„ , or i=i second-foot flow for 

86,400 240 
24 hours = 0.50416666 +. 

[In second-feet for 24 hours.] 



1 acre-foot 0. 50417 

2 acre-feet. 1.00833 

3 acre-feet 1. 51250 

4 acre-feet 2. 01667 

5 acre-feet 2. 52084 



6 acre-feet 3. 02500 

. 7 acre-feet 3. 52917 

8 acre-feet 4.03334 

9 acre-feet 4. 53750 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 




1 




0.504 
5.546 


1.008 
6.050 


1.513 
6.554 


2.017 
7.058 


2.521 
7.563 


3.025 
8.067 


3.529 

8.571 


4.033 
9.075 


4.538 

9.579 


5.042 


2 


10. 083 


10. 588 


11. 092 


11. 596 


12. 100 


12. 604 


13. 108 


13. 613 


14.117 


14.621 


3 


15.125 


15. 629 


16. 133 


16. 638 


17.142 


17. 646 


18. 150 


18. 654 


19. 158 


19. 663 


4 


20. 167 


20. 671 


21. 175 


21. 679 


22. 183 


22. 688 


23. 192 


23. 696 


24. 200 


24. 704 


5 


25.209 


25.713 


26. 217 


26. 721 


27. 225 


27. 729 


28. 234 


28. 738 


29.242 


29. 746 


6 


30. 250 


30.754 


31. 259 


31. 763 


32.267 


32. 771 


33.275 


33.779 


34. 284 


34.788 


7 


35.292 


35. 796 


36. 300 


36. 804 


37. 309 


37.813 


38.317 


38.821 


39. 325 


39.829 


8 


40. 334 


40.838 


41.342 


41.846 


42.350 


42.854 


43.359 


43.863 


44.367 


44.871 


9 


45. 375 


45.880 


46. 384 


46. 888 


47. 392 


47.896 


48. 400 


48. 905 


49. 409 


49. 913 



MURPHY, HOYT, 
AND HOLLISTEK. 



TABLES, 



65 



Acre-feet into millions of gallons. 



1 acre-foot=43,560 cubic feet 



. 43,560x1,728 
231 

[In gallons. 



-, or 325,851.428 gallons. 



Millions. Thousands. 



1 acre-foot 0. 325851428 

2 acre-feet 65170286 

3 acre-feet 97755429 

4 acre-feet 1. 30340572 

5 acre-feet 1. 62925715 



325.9 

651.7 

977.6 

1, 303. 4 

1, 629. 3 



Millions. 

6 acre-feet 1. 95510858 

7 acre-feet 2. 28096001 

8 acre-feet 2. 60681144 

9 acre-feet 2. 93266287 



Thousands. 
1, 955. 1 
2,281.0 
2, 606. 8 
2, 932. 7 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 




1 




0. 3259 
3. 5844 


0. 6517 
3. 9102 


0. 9776 
4. 2361 


1. 3034 
4. 5619 


1. 6293 

4. 8878 


1. 9551 
5. 2136 


2. 2810 
5. 5395 


2. 6068 
5.8653 


2. 9327 
6. 1912 


3. 2585 


2 


6. 5170 


5. 8429 


7. 1687 


7. 4946 


7. 8204 


8. 1463 


8. 4721 


8. 7980 


9. 1238 


9. 4497 


3 


9. 7755 


10. 1014 


10. 4272 


10. 7531 


11.0789 


11. 4048 


11. 7306 


12. 0565 


12. 3823 


12. 7082 


4 


13. 0341 


13. 3599 


13. 6857 


14. 0116 


14. 3374 


14. 6633 


14. 9891 


15. 3150 


15. 6408 


15. 9667 


5 


16. 2926 


16. 6184 


16. 9443 


17. 2701 


17. 5960 


17. 9218 


18. 2477 


18. 5735 


18. 8994 


19. 2252 


6 


19. 5511 


19. 8769 


20. 2028 


20. 5286 


20. 8545 


21. 1803 


21.5062 


21. 8320 


22. 1579 


22. 4837 


7 


22. 8096 


23. 1354 


23.4613 


23. 7871 


24. 1130 


24. 4388 


24. 7647 


25. 0905 


25. 4164 


25. 7422 


8 


26. 0681 


26. 3939 


26. 7198 


27.0456 


27. 3715 


27. 6973 


28. 0232 


28. 3490 


28. 6749 


29. 0007 


9 


29. 3266 


29. 6524 


29. 9783 


30. 3041 


30. 6300 


30. 9558 


31. 2817 


31. 6075 


31. 9334 


32. 2592 



Millions of gallons into acre-feet. 

One million United States liquid gallons or 231 million cubic inches = 

133,680 



133,680,555 cubic feet, or 



43,560 



2 acre-feet. 



[In acre-feet.] 



1 million gallons 3. 0688832 

2 million gallons 6. 1377664 

3 million gallons 9. 2066496 

4 million gallons 12. 2755328 

5 million gallons 15. 3444160 



6 million gallons 18. 4132992 

7 million gallons 21. 4821824 

8 million gallons 24. 5510656 

9 million gallons 27. 6199488 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 







3.069 


6.138 


9.207 


12. 276 


15.344 


18 413 


21 '82 


24 551 


''7 620 


1 


30. 689 


33. 758 


36. 827 


39. 895 


42.964 


46. 033 


49. 102 


52. 171 


55.240 


58. 309 


2 


61. 378 


64. 446 


67. 515 


70.584 


73. 653 


76. 722 


79. 791 


82. 860 


85. 929 


88. 998 


3 


92. 066 


95. 135 


98.204 


101.273 


104. 342 


107. 411 


110. 480 


113. 549 


116. 618 


119. 686 


4 


122. 755 


125. 824 


128. 893 


181. 962 


135. 031 


138. 100 


141. 169 


144. 238 


147. 306 


150. 375 


5 


153. 444 


156. 513 


159. 582 


162. 651 


165. 720 


168. 789 


171.857 


174. 926 


177. 995 


181. 064 


6 


184. 133 


187. 202 


190. 271 


193. 340 


196. 409 


199. 477 


202. 546 


205. 615 


208. 684 


211. 753 


7 


214. 822 


217. 891 


220. 960 


224. 028 


227. 097 


230. 166 


233. 235 


236. 304 


239. 373 


242. 442 


8 


245. 511 


248. 580 


251. 648 


254. 717 


257. 786 


260. 855 


263. 924 


266. 993 


270. 062 


273. 131 


9 


276. 199 


279. 268 


282. 337 


285. 406 


288.475 


291.544 


294. 613 


297. 682 


300. 751 


303. 819 



irk 94—04- 



66 HYDROGEAPHIC MANUAL, U. S. GEOLOGICAL SUEVEY. [no. 94. 



Second-feet into minute-gallons. 

Factors: 1 cubic foot contains 1,728 cubic inches; 1 gallon has a capacity of 231 cubic inches; 1 second- 
foot equals [(1,728 4- 231) x 60] gallons per minute, or 448.831164 minute-gallons. 

[In gallons per minute.] 



1 second-foot 448. 831164 

2 second-feet 897. 662328 

3 second-feet 1, 346. 493492 

4second-feet 1,795.324656 

5second-feet 2,244.155820 



6 second-feet 2, 692. 986984 

7 second-feet 3,141.818148 

8 second-feet 3, 590. 649312 

9 second-feet 4, 039. 480476 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 


n 




449 


898 


1,346 


1,795 


2, 244 


2,693 


3,142 


3,591 


4,039 


l 


4,488 


4,937 


5,386 


5,835 


6,284 


6,732 


7,181 


7,630 


8,079 


8,528 


2 


8,977 


9,425 


9,874 


10, 323 


10, 772 


11, 221 


11, 670 


12, 118 


12, 567 


13, 016 


3 


13, 465 


13, 914 


14, 363 


14, 811 


15, 260 


15, 709 


16, 158 


16, 607 


17, 056 


17, 504 


4 


17, 953 


18, 402 


18, 851 


19, 300 


19, 749 


20, 197 


20, 646 


21, 095 


21,544 


21, 993 


5 


22, 442 


22, 890 


23, 339 


23, 788 


24, 237 


24, 686 


25, 135 


25, 583 


26, 032 


26, 481 


6 


26, 930 


27, 379 


27,828 


28, 276 


28, 725 


29, 174 


29,623 


30, 072 


30, 521 


30, 969 


7 


31,418 


31, 867 


32, 316 


32, 765 


33, 214 


33, 662 


34, 111 


34, 560 


35, 009 


35, 458 


8 


35, 906 


36, 355 


36, 804 


37, 253 


37, 702 


38, 151 


38, 599 


39, 048 


39, 497 


39, 946 


9 


40,395 


40, 844 


41, 292 


41, 741 


42, 190 


42,639 


43, 088 


43, 537 


43,985 


44, 434 



Minute-gallons into second-feet. 

Factors: 1 gallon contains 231 cubic inches; 1 cubic foot contains 1,728 cubic inches; 1 gallon per 
minute equals [(231 4-1,728) -=- 60] second-feet, or .002,228,009, 2 second-feet. 

[In second-feet.] 

1 minute-gallon 0. 002, 228, 009 6 minute-gallons 0. 013, 368, 055 

2 minute-gallons 004, 456, 018 7 minute-gallons 015, 596, 064 

3 minute-gallons 006,684,028 8 minute-gallons 017,824.074 

4 minute-gallons 008,912,037 9 minute-gallons 020,052,083 

5 minute-gallons 011,140,046 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 




1 




0.0022 
.0245 


0. 0045 
.0267 


0. 0067 
.0290 


0.0089 
.0312 


0. 0111 
.0334 


0. 0134 
.0356 


0. 0156 
.0379 


0. 0178 
.0401 


0. 0201 
.0423 


0. 0223 


2 


.0446 


.0468 


.0490 


.0512 


.0535 


.0557 


. 0579 


.0602 


.0624 


.0646 


3 


.0668 


. 0691 


.0713 


.0735 


•0758 


.0780 


.0802 


.0824 


.0847 


.0869 


4 


.0891 


.0913 


.0936 


• . 0958 


.0980 


.1003 


.1025 


.1047 


.1069 


.1092 


5 


.1114 


.1136 


.1159 


.1181 


.1203 


. 1225 


.1248 


.1270 


.1292 


.1314 


6 


.1337 


.1359 


.1381 


.1404 


.1426 


.1448 


.1470 


.1493 


.1515 


.1537 


7 


.1560 


.1582 


.1604 


.1626 


.1649 


.1671 


.1693 


.1716 


.1738 


.1760 


8 


.1782 


.1805 


.1827 


.1849 


.1872 


.1894 


.1916 


.1938 


.1961 


.1983 


9 


.2005 


.2028 


.2050 


.2072 


.2094 


.2117 


.2139 


.2161 


.2183 


.2206 



MURPHY, HOYT, 
AND HOLLISTEE. 



TABLES. 

Meters to feet. 



67 



Meters. 


Feet. 


Meters. 


Feet. 


Meters. 


Feet. 


1— 


3. 2808 
6. 5617 
9.8426 


4-.. 
5-.. 
6-.. 




13. 1235 
16. 4043 
19. 6850 


7- 


22. 9661 


2— 




8=.. 
9-.. 




26. 2470 


3— 






29. 5278 











lfoot 



Feet to meters. 
l 



: 3. 2S0S 



= 0. 3048 meter. 



Feet. 


Meters. 


Feet. 


Meters. 


Feet. 


Meters. 


1- 


0. 3048 
.6096 
.9144 


4- 


1.2192 
1.5240 

1.8288 


7- 


2. 1336 


2—. 


5- 


8- 


2. 4384 


3- 


6- 


9- 


2. 7432 











" Grains per U. S. gallon" to "parts per million." 



1 gal. =8.3454 pounds. 
1 pound=7.0U0 grains. 
1 gal. =58,418.15 grains. 



1 grain per gallon = 



. ( 1 ) 
(58,418.15) 



(1,000,000) =17.117,967 parts per million. 





0. 


1. 


2. ' 


3. 


4. 


5. 


6. 


7. 


8. 


9. 


n 




17.1 
188.3 


34.2 
205.4 


51.4 
222. 5 


68.5 
239.6 


85.6 
256.8 


102.7 
273.9 


119.8 
291.0 


136.9 

308.1 


154. 1 


i. 


171.2 


325.2 


2 


342.4 


359.5 


376.6 


393.7 


410.8 


427.9 


445.1 


462.2 


479.3 


496.4 


3 


513.5 


530.6 


547.8 


564.9 


582.0 


599.1 


616.2 


633.4 


650.5 


667.6 


4 


684.7 


701.8 


719.0 


736.1 


753.2 


770.3 


787.4 


804.5 


821.7 


838.8 


5 


855.9 


873.0 


890.1 


907.2 


924.4 


941. 5 


958.6 


975.7 


992.8 


1,010.0 


6 


1, 027. 1 


1, 044. 2 


1,061.3 


1,078.4 


1,095.5 


1,112.7 


1, 129. 8 


1, 146. 9 


1,164.0 


1, 181. 1 


7 


1, 198. 2 


1,215.4 


1,232.5 


1 , 249. 6 


1,266.7 


1, 283. 8 


1,301.0 


1, 318. 1 


1,335.2 


1, 352. 3 


8 


1, 369. 4 


1, 386. 6 


1,403.7 


1,420.8 


1, 437. 9 


1, 455. 


1,472.1 


1,489.3 


1,506.4 


1,523.5 


9 


1,540.6 


1, 557. 7 


1,574.8 


1, 592. 


1, 609. 1 


1, 626. 2 


1, 643. 3 


1,660.4 


1, 677. 6 


1,694.7 


10 


1, 711. 8 


1,728.9 


1, 746. 


1,763.2 


1, 780. 3 


1, 797. 4 


1, 814. 5 


1,831.6 


1,848.7 


1,865.8 



68 HYDROGRAPHIC MANUAL, U. S. GEOLOGICAL SURVEY. [no. 94. 
Table of H 3\2 for calculating horsepoiver of turbines. 



Head in 
feet. 


0.0. 


.1 


.2 


.3 


.4 


.5 


.6 


.7 


.8 


.9 





0. 0000 


0. 0316 


0. 0894 


0. 1643 


0. 2530 


0. 3536 


0. 4648 


0. 5857 


0. 7155 


0. 8538 


1...... 


1. 0000 


1. 1537 


1. 3145 


1. 4822 


1. 6565 


1. 8371 


2. 0238 


2. 2165 


2. 4150 


2. 6190 


2.. ... 


2. 8284 


3. 0432 


3. 2631 


3. 4881 


3. 7181 


3. 9529 


4. 1924 


4. 4366 


4. 6853 


4. 9385 


3 


5. 1962 


5. 4581 


5. 7243 


5. 9947 


6. 2693 


6. 5479 


6. 8305 


7.1171 


7. 4076 


7.7019 


4 


8. 0000 


8. 3019 


8. 6074 


8. 9167 


9. 2295 


9. 5459 


9. 8659 


10. 1894 


10. 5163 


10. 8466 


5 


11. 1803 


11. 5174 


11. 8578 


12. 2015 


12.5485 


12. 8986 


13. 2520 


13. 6086 


13. 9682 


14.3311 


6 


14. 6969 


15. 0659 


15. 4379 


15. 8129 


16. 1909 


16. 5718 


16. 9557 


17. 3425 


17. 7322 


18. 1248 


7 


18. 5203 


18. 9185 


19. 3196 


19. 7235 


20. 1302 


20. 5396 


20. 9518 


21. 3666 


21. 7842 


22. 2045 


8 


22. 6274 


23. 0530 


23. 4812 


23. 9121 


24. 3455 


24. 7815 


25. 2202 


25. 6613 


26. 1050 


26. 5523 


9 


27. 0000 


27. 4512 


27. 9050 


28. 3612 


28. 8199 


29. 2810 


29. 7445 


30. 2105 


30. 6789 


31. 1496 


10 


31. 6228 


32. 0983 


32. 5762 


33. 0564 


33. 5390 


34. 0239 


34. 5111 


35. 0006 


35. 4924 


35. 9865 


11 


36. 4829 


36. 9815 


37. 4824 


37. 9855 


38. 4908 


38. 9984 


39. 5082 


40. 0202 


40. 5343 


41. 0507 


12 


41. 5692 


42. 0910 


42. 6128 


43. 1388 


43. 6648 


44. 1952 


44. 7256 


45. 2600 


45. 7944 


46. 3332 


13 


46. 8720 


47. 4148 


47. 9576 


48. 5048 


49. 0520 


49. 6032 


50. 1544 


50. 7096 


51. 2648 


51. 8240 


14 


52. 3832 


52. 9464 


53. 5096 


54. 0768 


54. 6440 


55. 2152 


55. 7864 


56. 3616 


56. 9368 


57. 5156 


15 


58. 0944 


58. 6776 


59. 2608 


59. 8472 


60. 4336 


61. 0244 


61. 6152 


62. 2096 


62.8040 


63.4020 


16 


64. 0000 


64. 6020 


65. 2040 


65. 8096 


66. 4152 


67. 0244 


67. 6336 


68. 2464 


68. 8592 


69. 4760 


17 


70. 0928 


70. 7132 


71. 3336 


71. 9572 


75. 5808 


73. 2084 


73. 8360 


74.4672 


75. 0984 


75. 7328 


18 


76. 3672 


77. 0056 


77. 6440 


78. 2856 


78. 9272 


79. 6724 


80. 2176 


80. 8664 


81. 5152 


82. 1672 


19 


82. 8192 


83.4748 


84. 1304 


84. 7892 


85. 4480 


86. 1104 


86. 7728 


87. 4384 


88. 1040 


88. 7732 


20 


89. 4424 


90. 1152 


90. 7880 


91. 4636 


92. 1392 


92. 8184 


93. 4976 


94. 1800 


94. 8624 


95. 5484 


21 


96. 2344 


96. 9232 


97. 6120 


98. 3044 


98. 9968 


99. 6924 


100. 3880 


101.0868 


101.7856 


102. 4872 


22 


103. 1883 


103. 8940 


104. 6008 


105. 3076 


106. 0160 


106. 7276 


107. 4392 


108. 1540 


108. 8688 


109. 5864 


23 


110. 3040 


111. 0248 


111. 7456 


112. 4700 


113. 1944 


113. 9216 


114. 6488 


115. 3788 


116. 1088 


116. 8420 


24 


117. 5752 


118. 3128 


119. 0496 


119. 7876 


120. 5272 


121. 2696 


122. 0120 


122. 7576 


123. 5032 


124.2516 


25 


125. 0000 


125. 7516 


126. 5032 


127. 2576 


128. 0120 


128. 7706 


129. 5292 


130. 2876 


131. 0480 


131. 8112 


26 


132. 5744 


133. 3408 


134. 1072 


134. 8764 


135. 6456 


136. 4180 


137. 1904 


137. 9652 


138. 7400 


139. 5180 


27 


140. 2960 


141. 0768 


141. 8576 


142. 6416 


143. 4256 


144. 2120 


144. 9984 


145. 7880 


146. 5776 


147. 3700 


28 


148. 1624 


148. 9572 


149. 7520 


150. 5500 


151. 3480 


152. 1488 


152. 9496 


153. 7532 


154.5568 


155. 3632 


29 


156. 1696 


156. 9788 


157. 7880 


158. 6000 


159. 4120 


160. 2268 


161. 0416 


161. 8588 


162. 6760 


163. 4964 


30 


164. 3168 


165. 1396 


165. 9624 


166. 7884 


167. 6144 


168. 4428 


169. 2712 


170. 1020 


170. 9328 


171. 7668 


31 


172. 6008 


173. 4372 


174. 2736 


175.1128 


175. 9520 


176. 7940 


177. 6360 


178. 4804 


179. 3248 


180. 1720 


32 


181. 0192 


181. 8692 


182. 7192 


183. 5716 


184. 4240 


185. 2792 


186. 1344 


186. 9920 


187. 8496 


188. 7100 


33 


189. 5704 


190. 4336 


191. 2968 


192. 1624 


193. 0280 


193. 8960 


194. 7640 


195. 6348 


196. 5056 


197. 3788 


34 


198. 2520 


199. 1460 


200. 0400 


200. 9008 


201. 7616 


202. 0424 


203. 5232 


204. 4068 


205. 2904 


206. 1764 


35 


207. 0624 


207. 9512 


208. 8400 


209. 7312 


210. 6224 


211. 5204 


212. 4184 


213. 3104 


214. 2024 


215. 1012 


36 


216. 0000 


216. 9012 


217. 8024 


218. 7060 


219. 6096 


220. 5760 


221. 4224 


222. 3312 


223. 2400 


224. 1512 


37 


225. 0624 


225. 9760 


226. 8896 


227. 8056 


228. 7216 


299. 6404 


230.5592 


231. 4800 


232. 4008 


233. 3244 


38 


234. 2480 


235. 1736 


236. 0992 


237. 0276 


237. 9560 


238. 8868 


239. 8176 


240. 7508 


241. 6840 


242. 6196 


39 


243. 5552 


244. 4932 


245. 4312 


246. 3712 


247. 3112 


248. 2540 


249. 1968 


250. 1420 


251. 0872 


252.0348 


40 


252. 9824 


253. 9320 


254. 8816 


255. 8340 


256. 7864 


257. 7412 


258. 6960 


259. 6528 


260. 6096 


261. 5688 


41 


262. 5280 


263. 4896 


264. 4512 


265. 4152 


266. 3792 


267. 3456 


268.3120 


269. 2804 


270. 2488 


271. 2200 


42 


272. 1912 


273. 1644 


274. 1376 


275. 1132 


276. 0888 


277. 0672 


278. 0456 


279. 6252 


280. 0048 


280. 9872 


43 


281. 9696 


282. 9544 


283. 9392 


284. 9264 


285. 9136 


286. 9028 


287. 8920 


288. 8836 


289. 8752 


290. 8692 


44 


291. 8632 


292. 8597 


293. 8552 


294. 8536 


295. 8520 


296. 8528 


297. 8536 


298. 8564 


299. 8592 


300. 8640 


45 


301. 8688 


302. 8764 


303. 8840 


304. 8936 


305. 9032 


306. 9148 


307. 9264 


308. 9404 


309. 9544 


310. 9708 


46 


311. 9872 


313. 0056 


314. 0240 


315. 0448 


316. 0656 


317. 0877 


318. 1112 


319. 0556 


320. 0000 


321. 1080 


47 


322. 2160 


323. 2452 


324. 2744 


325. 3060 


326. 3376 


327. 3716 


328. 4056 


329. 4416 


330. 4776 


331. 5156 


48 


332. 5536 


333. 5927 


334. 6333 


335. 4753 


336. 7188 


337. 7588 


338. 8051 


339. 8529 


340. 8972 


341. 9479 


49 


343. 0000 


344. 0486 


345. 0986 


346. 1500 


347. 2079 


348. 2622 


349. 3179 


350. 3750 


351. 4336 


352. 4886 


50 


353. 5500 


354. 6128 


355. 6720 


356. 7376 


357. 7996 


358. 8681 


359. 9329 


360. 9992 


362. 0719 


363. 1409 



MURPHY, HOYT, 
AND HOLLISTER. 



TABLES. 



69 



Table of II 3\'2 for calculating horsepower of turbines. 



Head in 

feet. 


0.0. 


.1 


.2 


.3 


.4 


.5 


.6 


.7 


.8 


.9 


51 


364. 2114 


365. 2832 


366. 3564 


367. 4311 


368. 5020 


369. 5794 


370. 6582 


371. 7333 


372. 8149 


373. 8927 


52 


374. 9772 


376. 0578 


377. 1397 


378. 2331 


379. 3078 


380. 3940 


381. 4815 


382. 5703 


383. 6606 


384. 7522 


53 


385. 8453 


386. 9343 


388. 0301 


389. 1219 


390. 2205 


391. 3150 


392. 4163 


393. 5136 


394. 6122 


395. 7122 


54 


396. 8136 


397. 9163 


399. 0204 


400. 1258 


401. 2326 


402 3408 


403. 4448 


404. 5557 


405. 6679 


406. 7759 


55 


407. 8855 


409. 0017 


410. 1139 


411. 2273 


412. 3477 


413. 4639 


414. 5814 


415. 7002 


416. 8204 


417. 9419 


56 


419. 0648 


420. 1833 


421. 3089 


422. 4257 


423.5583 


424. 6879 


425. 8131 


426. 9453 


428. 0732 


429. 2080 


57 


430. 3386 


431. 4704 


432. 6036 


433. 7380 


434. 8738 


436. 0110 


437. 1494 


438. 2892 


439. 4302 


440. 5726 


58 


441. 7106 


442. 8556 


443. 9961 


445. 1438 


446. 2869 


447. 4372 


448. 5830 


449. 7300 


450. 8842 


452. 0359 


59 


454. 0849 


455. 3271 


455. 4907 


456. 6455 


457. 8017 


458. 9592 


460. 1179 


461. 2720 


462. 4334 


463. 5960 


60 


464. 7540 


465. 9192 


467. 0797 


468. 2475 


469. 4106 


470. 5750 


471. 7467 


472. 9137 


474. 0819 


475. 2514 


61 


476. 4222 


477. 3942 


478.7676 479.9422 


481. 1181 


482. 2891 


483. 4676 


484. 6473 


485. 8222 


487. 0044 


62 


488. 1880 


489. 3666 


490.5465' 491.7339 


492. 9163 


494. 1000 


495. 2912 


496. 4774 


497. 6648 


498. 8536 


63 


500. 0436 


501. 2348 


502.4273 503.6211 


504. 8161 


506. 0061 


507. 2036 


508. 4024 


509. 5961 


510. 7974 


64 


512. 0000 


513. 1974 


514.3960 515.6024 


516. 8035 


518. 0059 


519. 2160 


520. 4209 


521. 6270 


522. 8344 


65 


524. 0430 


525. 2528 


526. 4639 


527. 6762 


528. 8898 


530. 1046 


531. 3120 


532. 5313 


533. 7498 


534. 9630 


66 


536. 1840 


537. 2996 


538. 6230 


539. 8411 


541. 0670 


542. 2875 


543. 5092 


544. 7389 


545. 9630 


547. 1884 


67 


548. 4151 


549. 6429 


550.8720 552.1022 


553. 3337 


554. 5665 


555. 6179 


557. 0356 


558. 2652 


559. 5027 


68 


560. 7416 


561. 9748 


563.2160 564.4516 


565. 6953 


566. 9334 


568. 1795 


569. 4199 


570. 6616 


571. 9113 


69 


573. 1554 


574. 4006 


575. 6473 


576. 8947 


578. 1436 


579. 3937 


580. 6449 


581. 8974 


583. 1510 


584. 4059 


70 


585. 6620 


586. 9122 


588. 1707 


589. 4303 


590. 6841 


591. 9462 


593. 2023 


594. 4668 


595. 7253 


596. 9921 


71 


598. 2531 


599. 5152 


600. 7856 


602. 0500 


603. 3157 


604. 5825 


605. 8505 


607. 1197 


608. 3901 


609. 6616 


72 


610. 9344 


612. 2083 


613. 4340 


614. 7596 


616. 0371 


617. 3085 


618. 5883 


619. 8692 


621. 0841 


622. 4274 


73 


623. 7120 


624. 9903 


626. 2699 


627. 5579 


628. 8398 


630. 1302 


631. 4144 


632. 6997 


633. 9862 


635. 2813 


74 


636. 5702 


637. 8602 


639. 1513 


640. 4437 


641. 7372 


643. 0318 


644. 3276 


645. 6246 


646. 9152 


648. 2145 


75 


649. 5150 


650. 8166 


652. 1118 


653. 4157 


654. 7208 


656. 0195 


657. 3268 


658. 6278 


659. 9375 


661. 2408 


76 


662. 5452 


663. 8583 


665. 1650 


666. 4728 


667. 7894 


669. 0996 


670. 4108 


671. 7131 


673. 0368 


674. 3514 


77 


675. 6673 


676. 9842 


677. 2043 


679. 6216 


680. 9419 


682. 2635 


683. 5784 


684. 9021 


686. 2271 


687. 5454 


78 


688. 8726 


690. 2009 


691. 5226 


692. 8532 


694. 1771 


695. 5100 


696. 8361 


698. 1713 


699. 4997 


700. 8292 


79 


702. 1599 


703. 4995 


704. 8324 


706. 1665 


707. 5016 


708. 8379 


710. 1752 


711. 5137 


712. 8534 


714. 1941 


80 


715. 5360 


716. 8789 


718. 2230 


719. 5683 


720. 9146 


722. 2540 


723. 6026 


724. 9523 


726. 2950 


727. 6496 


81 


729. 0000 


' 730.3460 


731. 7613 


733. 0495 


734. 3989 


735. 7575 


737. 1091 


738. 4699 


739. 8237 


741. 1876 


82 


742. 5346 


743. 8998 


745. 2580 


746. 6173 


747. 9776 


749. 3392 


750. 7018 


752. 0655 


753. 4303 


754. 7962 


83 


756. 1632 


757. 5312 


758. 9004 


760. 2624 


761. 6338 


763. 0063 


764. 3798 


765. 7461 


767. 1219 


768. 4904 


84 


769. 8684 


771. 2474 


772. 6192 


774. 0004 


775. 3743 


776. 7493 


778. 1338 


779. 5110 


780. 8892 


782. 2770 


85 


783. 6575 


785. 0389 


786.4215 


787. 8052 


789. 1984 


790. 5843 


791. 9712 


793. 3591 


794. 7482 


796. 1383 


86 


797. 5296 


798. 9219 


800. 3066 


801. 7011 


803. 0966 


804. 4932 


805. 8909 


807. 2810 


808. 6808 


810. 0833 


87 


811. 4751 


812. 8781 


814. 2736 


815. 6788 


817. 0763 


818. 4837 


819. 8834 


821. 2929 


822. 6947 


824. 1064 


88 


825. 5704 


826. 9154 


828. 3214 


829. 7374 


831. 1456 


832. 5549 


833. 9652 


835. 3766 


836. 7890 


838. 2025 


89 


839. 6171 


i 841.0327 


842. 4494 


843. 8671 


845. 2859 


846. 7058 


848. 1267 


849. 5487 


850. 9627 


852. 3868 


90 


853. 8120 


855. 2382 


856. 6564 


858. 0847 


859. 5051 


860. 9355 


862. 3670 


863. 7905 


865. 2241 


866. 6496 


91 


868. 0763 


869. 5130 


870. 9417 


872. 3806 


873.8114 


875. 2432 


876. 6761 


878. 1192 


879. 5541 


880. 9901 


92 


882. 4272 


883. 8652 


885. 3044 


886. 7445 


888. 1857 


889. 6280 


891. 0712 


892. 5156 


893. 9609 


895. 4073 


93 


896. 8548 


898. 3032 


899. 7528 


901. 1946 


. 902. 6456 


904. 0982 


905. 5519 


906. 9972 


908. 4530 


909. 9097 


94 


911. 3582 


912. 8170 


914. 2675 


915. 7284 


917. 1809 


918. 6439 


920. 0985 


921. 5541 


923. 0202 


924. 4778 


95 


925. 9365 


927. 4056 


928. 8664 


930. 3281 


931. 7908 


933. 2642 


934. 7290 


936. 1948 


937. 6616 


939. 1295 


96 


940. 5984 


942. 0683 


943. 5392 


945. 0111 


946. 4841 


947. 9581 


949. 4331 


950. 9091 


952. 3764 


953. 8545 


97 


955. 3336 


956.8136 


958. 2948 


959. 7672 


961. 2503 


962. 7345 


964. 2099 


965. 6961 


967. 1735 


968. 6617 


98 


970. 1412 


971. 6314 


973. 1129 


974. 6051 


976. 0886 


977. 5829 


979. 0084 


980. 5548 


982. 0522 


983. 5407 


99 


985. 0302 


986.5206 


988. 0220 


989. 5145 


991. 0080 


992. 5025 


993. 9980 


995. 4945 


996. 9920 


998. 4905 


100 


1,000.0000 





















70 HYDEOGEAPHIC MANUAL, U. S. GEOLOGICAL SUEVEY. [no. 94. 

Table of three-halves powers. 





0. ' 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 


10. 


11. 




.00 


0. 0000 


1. 0000 


2.8284 


5. 1962 


8.0000 


11. 1803 


14. 6969 


18.5203 


22. 6274 


27.0000 


31. 6228 


36. 4829 


.00 


.01 


0. 0010 


1. 0150 


2.8497 


5. 2222 


8. 0300 


11.2139 


14. 7337 


18. 5600 


22. 6699 


27. 0450 


31. 6702 


36. 5326 


.01 


.02 


0. 0028 


1. 0302 


2. 8710 


5. 2482 


8. 0601 


11. 2475 


14. 7705 


18. 5997 


22. 7123 


27. 0890 


31. 7177 


36. 5824 


.02 


.03 


0. 0052 


1. 0453 


2. 8923 


5. 2743 


8. 0902 


11. 2811 


14. 8073 


18. 6394 


22.7548 


27. 1351 


31. 7652 


36. 6322 


.03 


.04 


0. 0080 


1. 0606 


2. 9137 


5. 3004 


8. 1203 


11. 3148 


14. 8442 


18. 6792 


22. 7973 


27. 1802 


31. 8127 


36. 6820 


.04 


.05 


0.0112 


1. 0759 


2. 9352 


5. 3266 


8. 1505 


11. 3485 


14. 8810 


18. 7190 


22. 8399 


27. 2253 


31. 8602 


36. 7319 


.05 


.06 


0. 0147 


1. 0913 


2. 9567 


5. 3528 


8. 1807 


11. 3822 


14. 9179 


18. 7589 


22. 8825 


27. 2705 


31. 9078 


36. 7818 


.06 


.07 


0. 0185 


1. 1068 


2. 9782 


5. 3791 


8. 2109 


11. 4160 


14. 9549 


18. 7988 


22. 9251 


27. 3156 


31. 9554 


36. 8317 


.07 


.08 


0. 0226 


1. 1224 


2. 9998 


5.4054 


8.2412 


11. 4497 


14. 9919 


18. 8387 


22. 9677 


27. 3608 


32. 0030 


36. 8816 


.08 


.09 


0. 0270 


1. 1380 


3. 0215 


5.4317 


8. 2715 


11. 4836 


15. 0289 


18. 8786 


23. 0103 


27. 4060 


32. 0506 


36. 9315 


.09 


.10 


0. 0316 


1. 1537 


3. 0432 


5. 4581 


8.3019 


11.5174 


15. 0659 


18. 9185 


23. 0530 


27. 4512 


32. 0983 


36. 9815 


.10 


.11 


0.0365 


1. 1695 


3. 0650 


5.4845 


8.3323 


11. 6513 


15. 1030 


18. 9585 


23. 0957 


27. 4965 


32. 1460 


37. 0315 


.11 


.12 


0. 0416 


1. 1853 


3. 0868 


5. 5110 


8. 3627 


11.5852 


15. 1400 


18. 9985 


23. 1384 


27. 5418 


32. 1937 


37. 0815 


.12 


.13 


0. 0469 


1.2012 


3. 1086 


5.5375 


8. 3932 


11. 6192 


15. 1772 


19. 0386 


23. 1812 


27. 5871 


32. 2414 


37. 1315 


.13 


.14 


0. 0524 


1. 2172 


3. 1306 


5. 5641 


8.4237 


11. 6532 


15. 2143 


19. 0786 


23. 2240 


27. 6324 


32. 2892 


37. 1816 


.14 


.15 


0. 0581 


1.2332 


3. 1525 


5.5907 


8.4542 


11.6872 


15. 2515 


19. 1187 


23. 2668 


27. 6778 


32. 3370 


37. 2317 


.15 


.16 


0. 0640 


1.2494 


3. 1745 


5. 6173 


8.4848 


11. 7213 


15. 2887 


19. 1589 


23. 3096 


27. 7232 


32. 3848 


37.2817 


.16 


.17 


0. 0701 


1. 2656 


3. 1966 


5.6440 


8.5154 


11. 7554 


15. 3260 


19. 1990 


23. 3525 


27. 7686 


32. 4326 


37. 3319 


.17 


.18 


0. 0764 


1. 2818 


3.2187 


5. 6708 


8.5460 


11. 7895 


15. 3632 


19. 2392 


23. 3954 


27. 8140 


32. 4804 


37. 3820 


.18 


.19 


0. 0828 


1. 2981 


3. 2409 


5.6975 


8. 5767 


11.8236 


15. 4005 


19. 2794 


23. 4383 


27. 8595 


32. 5283 


37. 4322 


.19 


.20 


0. 0894 


1. 3145 


3. 2631 


5.7243 


8. 6074 


11.8578 


15. 4379 


19. 3196 


23. 4812 


27. 9050 


32. 5762 


37. 4824 


.20 


.21 


0. 0962 


1. 3310 


3.2854 


5. 7512 


8. 6382 


11. 8920 


15. 4752 


19. 3599 


23. 5242 


27. 9514 


32. 6241 


37. 5326 


.21 


.22 


0. 1032 


1.3475 


3. 3077 


5. 7781 


8. 6690 


11. 9263 


15. 5126 


19. 4002 


23. 5672 


27. 9960 


32. 6720 


37. 5828 


.22 


.23 


0. 1103 


1. 3641 


3. 3301 


5. 8050 


8. 6998 


11. 9606 


15. 5501 


19. 4405 


23. 6102 


28. 0416 


32. 7200 


37. 6331 


.23 


.24 


0. 1176 


1. 3808 


3. 3525 


5. 8320 


8. 7307 


11. 9949 


15. 5866 


19. 4808 


23. 6533 


28. 0872 


32. 7680 


37. 6833 


.24 


.25 


0. 1250 


1. 3975 


3. 3750 


5.8590 


8. 7616 


12. 0293 


15. 6250 


19. 5212 


23. 6963 


28. 1328 


32. 8160 


37. 7336 


.25 


.26 


0. 1326 


1.4144 


3. 3975 


5. 8861 


8. 7925 


12. 0636 


15. 6616 


19. 5576 


23. 7394 


28. 1784 


32. 8640 


37. 7840 


.26 


.27 


0. 1403 


1. 4312 


3. 4201 


5. 9132 


8. 8235 


12. 0981 


15. 7001 


19. 6021 


23. 7825 


28. 2241 


32. 9121 


37. 8343 


.27 


.28 


0. 1482 


1.4482 


3.4427 


5. 9403 


8.8545 


12. 1325 


15. 7376 


19. 6425 


23. 8257 


28. 2698 


32. 9600 


37. 8847 


.28 


.29 


0. 1562 


1.4652 


3.4654 


5. 9675 


8.8856 


12. 1670 


15. 7752 


19. 6830 


23. 8689 


28. 3155 


33. 0083 


37. 9351 


.29 


.30 


0. 1643 


1. 4822 


3. 4881 


5. 9947 


8. 9167 


12. 2015 


15. 8129 


19. 7235 


23. 9121 


28. 3612 


33. 0564 


37. 9855 


.30 


.31 


0. 1726 


1. 4994 


3. 5109 


6. 0220 


8. 9478 


12. 2361 


15.8505 


19. 7641 


23.9553 


28. 4069 


33. 1046 


38. 0359 


.31 


.32 


0. 1810 


1.5166 


3. 5337 


6. 0493 


8.9790 


12. 2706 


15. 8882 


19. 8046 


23. 9986 


28. 4527 


33. 1527 


38. 0864 


.32 


.33 


0. 1896 


1. 5338 


3. 5566 


6. 0767 


9.0102 


12. 3053 


15. 9260 


19.8452 


24. 0418 


28.4985 


33. 2009 


38. 1369 


.33 


.34 


0.1983 


1. 5512 


3. 5795 


6.1041 


9. 0414 


12. 3399 


15. 9637 


19. 8858 


24. 0851 


28. 5444 


33. 2492 


38. 1874 


.34 


.35 


0. 2071 


1.5686 


3. 6025 


6. 1315 


9. 0726 


12. 3746 


16. 0015 


19. 9265 


24. 1285 


23. 5902 


33. 2974 


38. 2379 


.35 


.36 


0. 2160 


1. 5860 


3. 6255 


6. 1590 


9. 1040 


12. 4093 


16. 0393 


19. 9672 


24. 1718 


28. 6361 


33. 3457 


38. 2884 


.36 


.37 


0. 2251 


1. 6035 


3. 6486 


6. 1865 


9.1353 


12. 4440 


16. 0772 


20. 0079 


24.2152 


28. 6820 


33. 3940 


38. 3390 


.37 


.38 


0. 2342 


1. 6211 


3. 6717 


6. 2141 


9. 1667 


12. 4788 


16. 1150 


20. 0486 


24. 2586 


28. 7279 


33.4423 


38. 3896 


.38 


.39 


0.2436 


1. 6388 


3. 6949 


6. 2417 


9. 1981 


12. 5136 


16. 1529 


20. 0894 


24. 3021 


28.7739 


33. 4906 


38. 4402 


.39 


.40 


0. 2530 


1. 6565 


3. 7181 


6. 2693 


9. 2295 


12. 5485 


16. 1909 


20. 1302 


24. 3455 


28. 8199 


33. 5390 


38. 4908 


.40 


.41 


0. 2625 


1. 6743 


3. 7413 


6. 2970 


9. 2610 


12. 5833 


16. 2288 


20. 1710 


24. 3890 


28. 1659 


33. 5874 


38. 5415 


.41 


.42 


0. 2722 


1. 6921 


3.7646 


6. 3247 


9. 2925 


12. 6182 


16. 2668 


20. 2118 


24. 4325 


28. 9119 


33. 6358 


38. 5922 


.42 


.43 


0. 2820 


1. 7100 


3. 7880 


6. 3525 


9. 3241 


12. 6532 


16. 3048 


20. 2527 


24. 4761 


28. 9579 


33. 6842 


38. 6429 


.43 


.44 


0. 2919 


1.7280 


3. 8114 


6. 3803 


9. 3557 


12. 6882 


16. 3429 


20. 2936 


24. 5196 


29. 0040 


33. 7327 


38. 6936 


.44 


.45 


0. 3019 


1. 7460 


3. 8349 


6. 4081 


9.3873 


12. 7232 


16. 3810 


20. 3345 


24. 5632 


29. 0501 


33. 7811 


38. 7443 


.45 


.46 0.3120 


1. 7641 


3. 8584 


6. 4360 


9. 4189 


12. 7582 


16. 4191 


20. 3755 


24. 6068 


29. 0962 


33. 8297 


38. 7951 


.46 


. 47 0. 3222 


1. 7823 


3. 8819 


6. 4639 


9.4506 


12,7933 


16. 4572 


20. 4165 


24. 6505 


29. 1424 


33. 8782 


38. 8459 


.47 


.48 


0. 3325 


1. 80C5 


3. 9055 


6. 4919 


9. 4824 


12. 8284 


16. 4954 


20. 4575 


24. 6941 


29. 1885 


33. 9267 


38. 8967 


.48 


.49 


0. 3430 


1. 8188 


3.9292 


6. 5199 


9.5141 


12. 8635 


16. 5336 


20. 4985 


24. 7378 


29. 2347 


33. 9753 


38. 9475 


.49 


.50 


0. 3536 


1. 8371 


3. 9529 


6.5479 


9.5459 


12. 8986 


16. 5718 


20. 5396 


24. 7815 


29. 2810 


34. 0239 


38. 9984 


.50 



MURPHY, HOYT, 
AND HOLLISTER.J 



TABLES. 

Table of three-halves powers — Continued. 



71 





0. 


1. 


2. 


3. 


4. 


5. 


6. 


7. 


8. 


9. 


10. 


11. 




.51 


0. 3642 


1. 8555 


3. 9766 


6. 5760 


9. 5778 


12. 9338 


16. 6101 


20. 5807 


24. 8253 


29. 3272 


34.0725 


39. 0493 


.51 


.52 


0. 3750 


1.8740 


4. 0004 


6. 6041 


9. 6097 


12. 9691 


16. 6484 


20. 6218 


24. 8691 


29. 3735 


34. 1211 


39. 1002 


.52 


.53 


0. 3858 


1. 8925 


4. 0242 


6. 6323 


9. 6416 


13. 0043 


16. 6867 


20. 6630 


24. 9129 


29. 4198 


34. 1698 


39. 1511 


.53 


.54 


0. 3968 


1. 9111 


4. 0481 


6. 6605 


9. 6735 


13. 0396 


16. 7250 


20. 7041 


24. 9567 


29. 4661 


34. 2185 


39. 2020 


.54 


.55 


0. 4079 


1. 9297 


4.2520 


6. 6887 


9. 7055 


13. 0749 


16. 7634 


20. 7453 


25. 0005 


29. 5124 


34. 2672 


39. 2530 


.55 


.56 


0. 4191 


1. 9484 


4. 0960 


6. 7170 


9. 7375 


13. 1103 


16. 8018 


20. 7866 


25. 0444 


29. 5588 


34. 3159 


39. 3040 


.56 


. 57 0. 4303 


1. 9672 


4. 1200 


6. 7453 


9. 7695 


13. 1457 


16. 8402 


20. 8278 


25. 0883 


29. 6052 


34. 3647 


39. 3550 


.57 


.58 0.4417 


1. 9860 


4. 1441 


6. 7737 


9. 8016 


13. 1811 


16.8787 


20. 8691 


25. 1322 


29. 6516 


34. 4135 


39. 4060 


.58 


. 59 0. 4532 


2. 0049 


4. 1682 


6. 8021 


9. 8337 


13. 2165 


16. 9172 


20. 9104 


25. 1762 


29. 6980 


34. 4623 


39. 4571 


.59 


. 60 0. 4648 


2. 0238 


4. 1924 


6. 8305 


9.8659 


13. 2520 


16. 9557 


20. 9518 


25. 2202 


29. 7445 


34. 5111 


39. 5082 


^60 


.610.4764 


2. 0429 


4. 2166 


6. 8590 


9. 8981 


13. 2875 


16. 9943 


20. 9931 


25. 2642 


29. 7910 


34. 5599 


39. 5593 


.61 


.62 0.4882 


2. 0619 


4. 2408 


6. 8875 


9. 9303 13. 3231 


17. 0328 


21. 0345 


25. 3082 


29. 8375 


34. 6088 


39. 6104 


.62 


. 63 0. 5000 


2. 0810 


4. 2651 


6. 9161 


9.9626,13.3587 


17. 0714 


21. 0759 


25. 3522 


29. 8841 


34.6577 


39. 6615 


.63 


. 64 0. 5120 


2/1002 


4. 2895 


6. 9447 


9.994913.3943 


17.1101 


21. 1174 


25. 3963 


29. 9306 


34. 7066 


39. 7127 


.64 


.65 


0. 5240 


2. 1195 


4. 3139 


6. 9733 


10. 0272 


13. 4299 


17. 1488 


21. 1589 


25. 4404 


29. 9772 


34. 7557 


39. 7639 


.65 


.66 


0. 5362 


2. 1388 


4. 3383 


7. 0020 


10. 0596 


13. 4166 


17. 1874 


21. 2004 


25. 4845 


30. 0238 


34. 8045 


39. 8151 


.66 


.67 


0.5484 


2. 1581 


4. 3628 


7. 0307 


10. 5920 


13. 5013 


17. 2172 


21. 2419 


25. 5287 


30. 0704 


34. 8535 


39. 8663 


.67 


.68 


0. 5607 


2. 1775 


4. 3874 


7.0595 


10. 1244 


13. 5370 


17. 2649 


21. 2834 


25. 5729 


30. 1171 


34. 9025 


39. 9176 


.68 


. 69 0. 5732 


2.1970 


4.4119 


7. 0883 


10. 1569 


13. 5728 


17. 3037 


21. 3250 


25. 6171 


30. 1638 


34. 9516 


39 9689 


.69 


.70 0.5857 


2. 2165 


4.4366 


7. 1171 


10.1894 


13. 6086 


17. 3425 


21. 3666 


25. 6613 


30. 2105 


35. 0006 


40. 0202 


.70 


.710.5983 


2. 2361 


4. 4612 


7. 1460 


10. 2214 


13. 6444 


17. 3814 


21.4083 


25. 7056 


30. 2572 


35. 0497 


40. 0715 


.71 


.7m 6109 


2. 2558 


4. 4859 


7. 1749 


10. 2545 


13. 6803 


17. 4202 


21. 4499 


25. 7499 


30. 3040 


35. 0988 


40. 1228 


.72 


. 73 0. 6237 


2. 2755 


4.5107 


7. 2038 


10. 2871 


13. 7161 


17. 4591 


21. 4916 


25. 7942 


30. 3507 


35. 1479 


40. 1742 


.73 


. 74 0. 6366 


2. 2952 


4. 5355 


7.2328 


10. 3197 


13. 7521 


17. 4981 


21. 5333 


25. 8395 


30. 3975 


35. 1971 


40. 2256 


.74 


.75 


0.6495 


2. 3150 


4. 5604 


7.2618 


10. 3524 


13. 7880 


17. 5370 


21. 5751 


25. 8828 


30. 4444 


35. 2462 


40. 2770 


.75 


.76 


0. 6626 


2. 3349 


4. 5853 


7. 2909 


10. 3851 


13. 8240 


17. 5760 


21. 6169 


25. 9272 


30. 4912 


35. 2954 


40. 3284 


.76 


.77 


0. 6757 


2.3548 


4. 6102 


7. 3200 


10.4178 


13. 8600 


17. 6150 


21. 6587 


25. 9716 


30. 5381 


35. 3446 


40. 3798 


.77 


.78 


0. 6889 


2. 3748 


. 6352 


7. 3492 


10. 4506 


13. 8961 


17. 6541 


21. 7005 


26. 0161 


30. 5850 


35. 3939 


40. 4313 


.78 


.79 


0. 7022 


2. 3949 


4. 6602 


7. 3783 


10. 4834 


13. 9321 


17. 6931 


21. 7423 


26. 0605 


30. 6319 


35. 4431 


40.4828 


.79 


.80 


0. 7155 


2.4150 


4. 6853 


7.4076 


10. 5163 


13. 9682 


17. 7322 


21. 7842 


26. 1050 


30. 6789 


35. 4924 


40. 5343 


.80 


.81 


0. 7290 


2. 4351 


4. 7104 


7. 4368 


10. 5492 


14. 0044 


17.7714 


21. 8261 


26. 1495 


30. 7258 


35. 5417 


40. 5859 


.81 


.82 


0. 7425 


2. 4553 


4. 7356 


7. 4661 


10. 5812 


14. 0406 


17. 8105 


21. 8681 


26. 1941 


30. 7728 


35. 5911 


40. 6374 


.82 


.83 


0. 7562 


2. 4756 


4. 7608 


7. 4955 


10. 6150 


14. 0768 


17. 8507 


21. 9100 


26. 2386 


30. 8198 


35. 6404 


40. 6890 


.83 


.84 


0. 7699 


2. 4959 


4. 7861 


7. 5248 


10. 6480 


14. 1130 


17. 8889 


21. 9520 


26. 2832 


30. 8669 


35. 6898 


40. 7406 


.84 


. 85,0. 7837 


2. 5163 


4. 8114 


7.5542 10.6810 


14. 1493 


17. 9282 


21. 9940 


26. 3278 


30. 9139 


35. 7392 


40. 7922 


.85 


. 86 0. 7975 


2. 5367 


4. 8367 


7. 5837 


10. 7141 


14. 1856 


17. 9674 


22. 0361 


26. 3725 


30. 9610 


35. 7886 


40. 8439 


.86 


. 870. 8115 


2. 5572 


4. 8621 


7. 6132 


10. 7472 


14. 2219 


18. 0067 


22. 0781 


26. 4171 


31.0081 


35. 8380 


40. 8955 


.87 


. 88J0. 8255 


2. 5777 


4.8875 


7. 6427 


10. 7803 


14. 2582 


18. 0461 


22. 1202 


26. 4618 


31. 0553 


35. 8875 


40. 9472 


.88 


. 89 0. 8396 


2.5983 


4. 9130 


7. 6723 


10. 8134 


14. 2946 


18. 0854 


22. 1623 


26. 5065 


31. 1024 


35. 9370 


40. 9989 


.89 


.90 


0. 8538 


2. 6190 


4. 9385 


7. 7019 


10. 8466 


14. 3311 


18. 1248 


22. 2045 


26. 5523 


31. 1496 


35. 9865 


41. 0507 


.90 


.91 


0. 8681 


2. 6397 


4. 9641 


7. 7315 


10. 8798 


14. 3675 


18. 1642 


22. 2467 


26. 5960 


31. 1968 


36. 0360 


41.1024 


.91 


.92 


0. 8824 


2. 6604 


4. 9897 


7. 7702 


10. 9131 


14. 4040 


18. 2037 


22. 2889 


26. 6408 


31. 2441 


36. 0856 


41. 1542 


.92 


.93 


0. 8969 


2. 6812 


5.0154 


7. 7909 


10. 9464 


14. 4405 


18. 2432 


22.3311 


26. 6856 


31. 2913 


36. 1352 


41. 2060 


.93 


.94 


0. 9114 


2. 7021 


5. 0411 


7. 8207 


10. 9797 


14. 4770 


18. 2827 


22. 3733 


26. 7305 


31. 3386 


36. 1848 


41. 2578 


.94 


.95 


0. 9259 


2. 7230 


5. 0668 


7. 8505 


11. 0131 


14. 5136 


18. 3222 


22. 4156 


26. 7753 


31. 3850 


36. 2344 


41. 3097 


.95 


.96 


0. 9406 


2. 7440 


5. 0926 


7. 8803 


11. 0464 


14. 5502 


18. 3617 


22. 4579 


26. 8202 


31.4332 


36. 2841 


41. 3615 


.96 


.97 


0. 9553 


2. 7650 


5. 1184 


7. 9102 


11. 0799 


14. 5869 


18. 4013 


22. 5003 


26. 8651 


31. 4806 


36. 3337 


41. 4134 


.97 


.98 


0. 9702 


2. 7861 


5. 1443 


7. 9401 


11. 1133 


14. 6235 


18. 4409 


22. 5426 


26. 9100 


31. 5280 


36. 3834 


41.4653 


.98 


.99 


0. 9850 


2. 8072 


5. 1702 


7. 9700 


11. 1468 


14. 6602 


18. 4806 


22. 5850 


26. 9550 


31. 5754 


36. 4331 


41. 5173 


.99 


1.00 


1. 0000 


2. 8284 


5.1962 


8. 0000 


11. 1803 


14. 6969 


18. 5203 


22.6271 


27. 0000 


31. 6228 


36. 4829 


41. 5692 


1.00 



72 HYDKOGKAPHIC MANUAL, U. S. GEOLOGICAL SUEVEY. [no. 94. 
CONVENIENT EQUIVALENTS. 

1 second-foot equals 50 California miner's inches. 
1 second-foot equals 38.4 Colorado miner's inches. 
1 second-foot equals 40 Arizona miner's inches. 
1 second-foot equals 7.48 United States gallons per second. 
1 second-foot equals 6.23 British imperial gallons. 
1 second-foot for one day equals 1.9835 acre-feet. 
1 second-foot for one day equals 646,272 United States gallons. 
1 second-foot for one year equals 0.000214 cubic mile. 
1 second-foot for one year covers 1 square mile 1.131 feet deep. 
1 second-foot equals 449.9 gallons per minute. 
1 second-foot equals about one acre-inch per hour. 
1 cubic foot of water weighs 62.47 pounds. 
100 California miner's inch equals 2 second-feet. 

100 California miner's inches equals 15 United States gallons per second. 
100 California miner's inches equals 77 Colorado miner's inches. 
100 California miner's inches for one day equals 4 acre-feet. 
100 Colorado miner's inches equals 2.60 square feet. 

100 Colorado miner's inches equals 19.5 United States gallons per second. 
100 Colorado miner's inches equals 130 California miner's inches. 
100 Colorado miner's inches for one day equals 5.2 acre- feet. 
100 United States gallons per minute equals .223 second-foot. 
100 United States gallons per minute for one day equals 44 acre-feet. 
1 million United States gallons per day equals 1.55 second-feet. 
1 million United States gallons equals 3.07 acre-feet. 
1 million cubic feet equals 22.95 acre-feet. 
1 acre- foot equals 325,850 gallons. 

A layer 1 inch deep on one square mile equals 2,323,200 cubic feet. 
A flow of 1 second-foot in one year equals 31,536,000 cubic feet. 
1 inch deep on 1 square mile equals 0.0737 second-foot per year. 
10 inches deep on 1 square mile equals 0.7367 second-foot per year. 
A flow of 1 second-foot per year covers 1 square inch 13.589. 
1 cubic mile equals 147,198,000,000 cubic feet. 
1 cubic mile equals 4,667 second-feet. 
1 second-foot per year equals 31,536,000 cubic feet. 
1 second-foot per year equals 0.000214 cubic mile. 
1 foot per second equals 1.077 kilometers per hour. 
1 foot per second equals 0.68 mile per hour. 
1 inch equals 2.54 centimeters. 
1 foot equals 0.3048 meter. 
1 yard equals 0.9144 meters. 
1 mile equals 1.60935 kilometers. 
1 square yard equals 0.836 square meter. 
1 acre equals 0.4047 hectare. 
1 square mile equals 259 hectares. 
1 square mile equals 2.59 square kilometers. 
1 cubic foot equals 0.0283 cubic meter. 
1 cubic yard equals 0.7646 cubic meter. 
1 gallon equals 3.7854 liters. 
1 pound equals 0.4536 kilogram. 

1 atmosphere equals about 15 pounds per square inch, 1 ton per square foot, 1 
kilo per square centimeter. 
Acceleration of gravity equals 32.16 feet per second every second. 



MURPHY, HOYT, "I T A ~RT "PQ V % 

AND HOLLISTER.J lAB-L^S. <0 

1 acre equals 209 feet square, nearly. 

1 acre equals 43,560 square feet, equals 4,840 square yards. 

1 mile equals 1,760 yards, equals 5,280 feet, equals 63,360 inches. 

1 cubic foot equals 7.48 gallons, equals 0.804 bushel. 

1 gallon equals 8.34 pounds of water. 

1 gallon equals 231 cubic inches (liquid measure). 

1 avoirdupois pound equals 7,000 grains. 

1 troy pound equals 5,760 grams. 

1 meter equals 39.37 inches. Log. 1.5951654. 

1 meter equals 3.28083 feet. Log. 0.5159842. 

1 meter equals 1.093611 yards. Log. 0.0388629. 

1 meter equals 0.00062137 mile. Log. 6.7933495. 

1 kilometer equals 3,281 feet, equals f mile, nearly. 

1 square meter equals 10,764 square feet, equals 1.196 square yard. 

1 hectare equals 2.471 acres. 

1 cubic meter equals 35.314 cubic feet, equals 1.308 cubic yards. 

1 liter equals 1.0567 quarts. 

1 gram equals 15.43 grains. 

1 kilogram equals 2.2046 pounds. 

1 tonneau equals 2,204.6 pounds. 

1 cubic meter per minute equals 0.5886 second-foot. 

1 horsepower equals 550 foot-pounds per second. 

1 horsepower equals 76 kilogrameters per second. 

1 horsepower equals 746 watts. 

1 horsepower equals 1 second-foot of water falling 8.8 feet. 

1 second-foot falling 10 feet equals 1.135 horsepower. 

l£ horsepowers equals about 1 kilowatt. 

Sec. -ft. x fall in feet. 
io calculate water power quickly: — — ^i — = Net horsepower on 

water wheel, realizing 80 per cent of the theoretical power. 

Quick formula for computing discharges over weirs: Cubic feet per minute equals 
0.4025 \\Zh s ~ ; l=length of weir in inches;" h=head in inches flowing over weir, 
measured from surface of still water. 
To change miles to inches on map: 

Scale 1 : 125000, 1 mile = 0.50688 inches. Log. = 9.7049052. 
Scale 1:90000, 1 mile = 0.70400 inches. Log. =9.8475727. 
Scale 1 : 62500, 1 mile = 1.01376 inches. Log. = 0.0059352. 
Scale 1 : 45000, 1 mile = 1.40800 inches. Log. = 0.1486027. 



INDEX 



Acre-feet, conversion of, into millions of 

gallons, table for 65 

conversion of, into second-feet per day, 

table for 64 

conversion of second-feet into, tables 

for 54-56 

equivalents of 72 

Authority for work, instructions concern- 
ing ' 39 

Bench marks, location of 17 

Boat stations, description and illustrations 

of 12,13-14 

Bridge stations, measurements made from. 12 
Cable station, car, gage, etc., plate and fig- 
ure showing 12 

Cable stations, equipment of 12-13 

Chain gage, U. S. G. S. standard, descrip- 
tion of 15-17 

figure showing 16 

Computation forms, list of 33 

Cubic feet, equivalents of 72 

Cubic miles, equivalents of 72 

Current meter, battery and buzzer of 30 

description of, and suggestions concern- 
ing use of 26-30 

measurements by, computation of 46-49 

rerating of 31 

stay lines on, use of 17 

figures showing 13,15 

Current-meter gaging stations, classification 

and equipment of 11-14 

favorable conditions for 10-11 

unfavorable conditions for 12 

Current-meter notebooks, instructions for 

use of 34-35 

Current-meter rating station at Denver, 

Colo., view of 20 

Decimal figures, rule for reducing number 

of 46 

Denver, Colo., current-meter rating station 

at, view of 20 

Depth, computation of, formulas for 47 

measurements of, methods of 18-19, 21 

Discharge, computation of, formulas for . . 47 

computation of, instructions for 42-44 

factors for computation of 18 

report of gage height and, sample of... 45 
Discharge-measurement cards, instructions 

for use of 35 

Discharge-measurement forms, list of 33 

Discharge measurements, checking of 22 

classes of 22-24 

distribution of 23 

object of making 41 



District engineer, duties of 31 

District hydrographer, duties of 31 

Engineers (district) ,: duties of 31 

Equivalents, table of 72-73 

Feet, conversion of, to meters, table for 67 

Feet per second, conversion of, into miles 

per hour, table for 62 

See also Second-feet. 

Fellows, A. L., acknowledgment to 10 

Field, John E., acknowledgment to 10 

Field notes, computation of, time for 32 

Flood-flow measurements, instructions for. 23 

Floods, reports on 25 

Forms, standard, instructions for use of 34-40 

listof 33 

use of, for transmitting data 32 

Gage-height books, instructions for use of . . 34 

Gage-height cards, instructions for use of. . 34 

Gage-height forms, list of 33 

Gage height and discharge report, sample of. 45 

Gage heights, obj ect of taking 41 

Gages, forms of 14-17 

readings of 24-25 

Gaging stations, bench marks at 17 

classification and equipment of 11-14 

cross sections of streams at 25 

location of, favorable conditions for ... 10-11 

unfavorable conditions for 11 

purposes of 10 

report on measurement at, sample of . . 48 
Gallons, conversion of cubic feet into, table 

for , 61 

conversion of, into cubic feet, table for. 61 
conversion of second-feet per day into 

millions of, table for 63 

equivalents of 72 

millions of, conversion of, into acre- 
feet, table for 65 

Gallons per minute. See Minute-gallons. 
" Grains per U. S. gallon," conversion of, to 

' ' parts per million, ' ' table for . . 67 
Gravity, acceleration of, equivalent of, in 

second-feet 72 

Grover, N. C, acknowledgment to... 10 

Hall, B. M., acknowledgment to 10 

Hall, M. R., acknowledgment to 10 

Hanna, F. W., acknowledgment to 10 

Hinderlider, M. C, acknowledgment to ..: 10 

Horsepower, equivalents of * 73 

Horsepower of turbines, table for calcula- 
tion of 69-70 

Horton, R. E. , acknowledgment to 10 

Hydrographer' s (resident) monthly report, 

sample form, for 37-39 

75 



70 



INDEX. 



Page. 

Hydrographers (district), duties of 31 

Hydrographic reports, miscellaneous, in- 
formation concerning 41 

Information concerning work in progress, 
requests made for, instructions 

concerning 39 

Instruments, description and care of 26-31 

Integration method of measuring velocity, 

description of 20 

Maps, use of, in reports 36 

Measurement, units of 46 

Meter, current. See Current meter. 

Meters, conversion of, to feet, table for 67 

Metric measurements, equivalents of 72-73 

Miles on map, conversion of, to inches 73 

Miles per hour, conversion of, into feet per 

second, table for 62 

Miner's inch, equivalents of 72 

Minimum-flow measurements, importance 

of 22 

reports on 22 

Minute-gallons, conversion of, into second- 
feet, table for 66 

Monthly means, computation of 42-44 

Multiple-point methods of measuring veloc- 
ity, description of 20-21 

Newell, P. H., letter of transmittal by 7 

Noble, T. A., acknowledgment to 10 

Notebooks, indexing of 35-36 

Plans for work, approval of 39 

Price electric current meter, battery and 

buzzer of 30 

cross section of, figure showing 27 

description, and suggestions concern- 
ing use of 26-30 

figures showing 26, 28 

rerating of 31 

weight vane of, figure showing 28 

See also Current meter 

Publications containing progress reports on 

stream measurements, list of. . . 40 

Rating curves, figures showing 42, 43 

preparation of 41^2 

Rating table, sample of 44 

Reconnaissance work, features tobenotedin. 26 

reports on, instructions for 39 

Records, duplication of 32 

checking of 32 

care in keeping of, necessity for 31 

transmission of, to Washington office . . 32 

use of standard forms for 32 

Records, regulations in regard to 31-41 

Redundant figures, rules for rejection of. . . 46 

Report forms, list of 33 

Report maps, preparation of 36-37 

Reports, miscellaneous hydrographic, in- 
formation rel ating to 41 

Reports, monthly, forms for 37, 38, 39 

monthly, scope of 36, 37 

Reports of stream measurements, list of 

publications containing 40 

Reports on reconnaissance, surveys, etc., 

instructions for 39 

Reports, special, scope of 36 

Resident hydrographer's monthly report, 

sample form for 37-39 



Page. 
River stations, form for description of, 

instructions for use of 35 

new, reports on 39 

Run-off, computation of 42-44 

computation of, tables for 52-53 

conversion of, from second-feet per 
square mile into depth in inches 

per month, tables for 58-60 

depth of, computation of, instructions 

for 57 

Salina, Kans., cross section of Saline River 

near, figure showing 47 

Saline River, cross section of, near Salina, 

Kans., figure showing 47 

Second-feet, conversion of, into acre-feet, 

tables for 54-56 

conversion of, into minute-gallons, 

table for 66 

equivalents of 72 

Second-feet per day, conversion of, into 

acre-feet, table for 64 

conversion of, into millions of gallons, 

table for 63 

Second-feet per square mile, conversion of 
run-off in, into depth in inches 

per month, tables for 58-60 

Single-point method of measuring velocity, 

description of 19-20 

Sketches, use of, in reports 36 

Soundings, directions for making 18-19 

initial point for, marking of 19 

Standard forms, instructions for use of 34-10 

list of 33 

use of, for transmitting data 32 

Station-rating curves, figures showing 42-43 

Stay line, method of attachment of, by use 

of pole, figure showing 15 

method of manipulation of, figure show- 
ing . 13 

Stay lines, use of, description of 17 

Stout, O. V. P., acknowledgment to 10 

Stream measurements, publications con- 
taining progress reports on, list 

of 40 

Swendsen, G. L., acknowledgment to 10 

Tables, miscellaneous 61-71 

Three-halves powers, tables of 69-70, 70-71 

Timber gage, description of 14-15 

Turbines, horsepower of, table for calcula- 
tion of 09-70 

Units of measurement 46 

Velocity, computation of, formula for 47 

measurements of, methods for 19-21 

Vertical-velocity curve, computation of . . . 49-51 

figure showing 51 

sample of, figure showing 51 

Vertical-velocity-curve method of measur- 
ing velocity, description of 21 

Vertical-velocity measurement, report of, 

sample of 50 

Vouchers and miscellaneous forms, list of . 33 
Wading, method of measuring discharge by. 21 
Water power, calculation of, formulas for.. 73 

Weir calculation, formulas for 73 

Winter discharge measurements, impor- 
tance of 24 







LIBRARY CATALOGUE SLIPS. 

[Mount each slip upon a separate card, placing the subject at the top of the 
second slip. The name of the series should not be repeated on the series 
card, but the additional numbers should be added, as received, to the fir/ 
entry.] 



Murphy, Edward C[harles]. 

. . . Hydrographic manual of the United States Geo- 
logical survey, prepared by Kdward C. Murphy, John C. 
Hoyt, and George B. Hollister. Washington, Gov't 
print off., 1904. 

76 p., 1 1. illus., 2 pi. 23J cm . (IT. S. Geological survey. Water-supply 
and irrigation paper no. 94. ) 

Subject series M, General hydrographic investigations, 9. 



Murphy, Edward C[harles]. 

. . . Hydrographic manual of the United States Geo- 
logical survey, prepared by Bdward C. Murphy, John C. 
Hoyt, and George B. Hollister. Washington, Gov't 
print, off., 1904. 

76 p., 11. illus., 2 pi. 23^ cm . (U. 3. Geological survey. Water-supply 
and irrigation paper no. 94. ) 

Subject series M, General hydrographic investigations, 9. 



U. S. Geological survey. 

Water-supply and irrigation papers, 
no. 94. Murphy, B. C. Hydrographic manual of the 
U. S. Geological survey, by B. C. Murphy, J. C. 
Hoyt, and G. B. Hollister. 1904. 



£ U. S. Dept. of the Interior. 

a 

1 see also 

3 U. S. Geological survey. 



Series K— Pumping Wateb. 

WS 1. Pumping water for irrigation, by H. M. Wilson. 1896. 57 pp., 9 pis. 

WS 8. Windmills for irrigation, by E. C. Murphy. 1897. 49 pp., 8 pis. 

WS 14. New tests of certain pumps and water lifts used in irrigation, by 0. P. Hood. 1898. 91 pp., 

lpl. 
WS 20. Experiments with windmills, by T. O. Perry. 1899. 97 pp., 12 pis. 
WS 29. Wells and windmills in Nebraska, by E. H. Barbour. 1899. 85 pp., 27 pis. 
WS 41. The windmill; its efficiency and economic use, Pt. I, by E. C. Murphy. 1901. 72 pp., 14 pis. 
WS 42. The windmill, Pt. II (continuation of No. 41). 1901. 73-147 pp., 15-16 pis. 
WS 91. Natural features and economic development of the Sandusky, Maumee, Muskingum, and 

Miami drainage areas in Ohio, by B. H. Flynn and M. S. Flynn. 1904. 130 pp. 

Series L— Quality of Water. 

WS 3. Sewage irrigation, by G. W. Rafter. 1897. 100 pp., 4 pis. 

WS 22. Sewage irrigation, Pt. II, by G. W. Rafter. 1S99. 100 pp., 7 pis. 

WS 72. Sewage pollution in the metropolitan area near New York City and its effects on inland water 

resources, by M. O. Leighton. 1902. 75 pp., 8 pis. 
WS 76. Observations on flow of rivers in the vicinity of New York City, by H. A. Pressey. 1903. 

108 pp., 13 pis. 
WS 79. Normal and polluted water in northeastern United States, by M. O. Leighton. 1903. 192 pp. 

Series M— General Hydrographic Investigations. 

WS 56. Methods of stream measurement. 1901. 51 pp., 12 pis. 

WS 64. Accuracy of stream measurements, by E. C. Murphy. 1902. 99 pp., 4 pis. 

WS 76. Observations on the flow of rivers in the vicinity of New York City, by H. A. Pressey. 1903. 

108 pp., 13 pis. 
WS 80. The relation of rainfall to run-off, by G. W. Rafter. 1903. 104 pp. 
WS 81. California hydrography, by G. B. Lippincott. 1903. 488 pp., 1 pi. 
WS 88. The Passaic flood of 1902, by G. B. Hollister and M. O. Leighton. 1903. 56 pp., 15 pis. 
WS 91. Matural features and economic development of the Sandusky, Maumee, Muskingum, and 

Miami drainage areas in Ohio, by B. H. Flynn and M. S. Flynn. 1904. 130 pp. 
WS 92. The Passaic flood of 1903, by M. O. Leighton. 1904. 48 pp., 7 pis. 
WS 94. Hydrographic Manual of United States Geological Survey, by E. C. Murphy, J. C. Hoyt, and 

G. B. Hollister. 1904. — pp., 2 pis. 

Series N— Water Power. 

WS 24. Water resources of State of New York, Pt. I, by G. W. Rafter. 1899. 92 pp., 13 pis. 

WS 25. Water resources of State of New York, Pt. II, by G. W. Rafter. 1899. 100-200 pp., 12 pis. 

WS 44. Profiles of rivers, by Henry Gannett. 1901. 100 pp., 11 pis. 

WS 62. Hydrography of the Southern Appalachian Mountain region, Pt. I, byH. A. Pressey. 1902. 

95 pp., 25 pis. 
WS 63. Hydrography of the Southern Appalachian Mountain region, Pt. II, by IT. A. Pressey. 1902. 

96-190 pp., 26-44 pis. 
WS 69. Water powers of the State of Maine, by H. A. Pressey. 1902. 124 pp., 14 pis. 

ikr 94—3 



Series O— Underground Waters. 

WS 4. A reconnaissance in southeastern Washington, by I. C. Russell. 1897. 96 pp., 7 pis. 

WS 6. Underground waters of southwestern Kansas, by Erasmus Haworth. 1897. 65 pp., 12 pis. 

WS 7. Seepage waters of northern Utah, by Samuel Fortier. 1897. 50 pp., 3 pis. 

WS 12. Underground waters of southeastern Nebraska, by N. H. Darton. 1898. 56 pp., 21 pis. 

WS 21. Wells of northern Indiana, by Frank Leverett. 1899. 82 pp., 2 pis. 

WS 26. Wells of southern Indiana (continuation of No. 21), by Frank Leverett. 1899. 04 pp. 

WS 30. Water resources of the Lower Peninsula of Michigan, by A. C. Lane. 1899. 97 pp., 7 pis. 

WS 31. Lower Michigan mineral waters, by A. C. Lane. 1899. 97 pp., 4 pis. 

WS 34. Geology and water resources of a portion of southeastern South Dakota, by J. E. Todd. 1900. 

34 pp., 19 pis. 
WS 53. Geology and water resources of Nez Perces County, Idaho, Pt. I, by I. C. Russell. 1901. 86 

pp., 10 pis. 
WS54. Geology and water resources of Nez , Perces County, Idaho, Pt. II, by I. C. Russell. 1901. 

87-141 pp. 
WS 55. Geology and water resources of a portion of Yakima County, Wash., by G. O. Smith. 1901. 68 

pp., 7 pis. 
WS 57. Preliminary list of deep borings in the United States, Pt. I, by N. H. Darton. 1902. 60 pp. 
WS 59. Development and application of water in southern California, Pt. I, by J. B. Lippineott. 1902. 

95 pp., 11 pis. 
WS 60. Development and application of water in southern California, Pt. II, by J. B. Lippineott. 1902. 

96-140 pp. 

WS 61. Preliminary list of deep borings in the United States, Pt. II, by N. H. Darton. 1902. 67 pp. 
WS 67. The motions of underground waters, by C. S. Slichter. 1902. 106 pp., 8 pis. 
B 199. Geology and water resources of the Snake River Plains of Idaho, by I. C. Russell. 1902. 192 

pp., 25 pis. 
WS 77. Water resources of Molokai, Hawaiian Islands, by Waldemar Lindgren. 1903. 62 pp., 4 pis. 
WS 78. Preliminary report on artesian basins in southwestern Idaho and southeastern Oregon, by 

1. C. Russell. 1903. 53 pp., 2 pis. 
PP 17. Preliminary report on {he geology and water resources of Nebraska west of the one hundred 

and third meridian, by N. H. Darton. 1903. 69 pp., 43 pis. 
WS 90. Geology and water resources of part of the lower James River Valley, South Dakota, by J. E. 

Todd and C. M. Hall. 1904. 47 pp., 23 pis. 
The following papers also relate to this subject: Underground waters of Arkansas Valley in eastern 
Colorado, by G. K. Gilbert, in Seventeenth Annual, Pt. II; Preliminary report on artesian waters of 
a portion of the Dakotas, by N. H. Darton, in Seventeenth Annual, Pt. II; Water resources of Illi- 
nois, by Frank Leverett, in Seventeenth Annual, Pt. II; Water resources of Indiana and Ohio, by 
Frank Leverett, in Eighteenth Annual, Pt. IV; New developments in well boring and irrigation in 
eastern South Dakota, by N. H. Darton, in Eighteenth Annual, Pt. IV; Rock waters of Ohio, by 
Edward Orton, in Nineteenth Annual, Pt. IV; Artesian well prospects in the Atlantic Coastal Plain 
region, by N. H. Darton, Bulletin No. 138. 

Series P— Hydrographic Progress Reports. 

Progress reports may be found in the following publications: For 1888-89, Tenth Annual, Pt. II; 
for 1889-90, Eleventh Annual, Pt. II; for 1890-91, Twelfth Annual, Pt. II; for 1891-92, Thirteenth 
Annual, Pt. Ill; for 1893-94, B 131; for 1895, B 140; for 1S9G, Eighteenth Annual, Pt. IV, WS 11 ; for 1897, 
Nineteenth Annual, Pt. IV, WS 15, 16; for 1898, Twentieth Annual, Pt. IV, WS 27, 28: for 1.^99, 
Twenty-first Annual, Pt, IV, WS 35-39; for 1900, Twenty-second Annual, Pt; IV, WS 47-52; for 1901, 
WS 65, .66, 75; for 1902, WS 82-S5. 



Correspondence should be addressed to 

The Director, 

United States Geological Survey, 

Washington, D. C. 
irr 94 — 4 



